Riverside City Council
January 25, 2022

Sycamore Hills Distribution
Center

TRAFFIC OPERATIONS ANALYSIS

CITY OF RIVERSIDE
PREPARED BY:

Aric
Evatt, PTP
[email protected]
(949) 336-5978
R
obert Vu, PE
[email protected]
(949) 336-5980
JUNE 24,2019 (REVISED SEPTEMBER 15, 2020)
12014-11 Report REV5
Exp. 03/31/21

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
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TABLE OF CONTENTS
TABLE OF CONTENTS ........................................................................................................................... III APPENDICES ......................................................................................................................................... V LIST OF EXHIBITS ................................................................................................................................ VII LIST OF TABLES ................................................................................................................................... IX LIST OF ABBREVIATED TERMS ............................................................................................................. XI 1 INTRODUCTION .......................................................................................................................... 1

1.1 Project Description ........................................................................................................................ 1

1.2 Analysis Scenarios ......................................................................................................................... 3

1.3 Study Area ..................................................................................................................................... 4

1.4 Summary of Findings ..................................................................................................................... 6

1.5 Site Adjacent Roadway and Site Access Improvements ............................................................. 11

1.6 Truck Access and Circulation....................................................................................................... 12

1.7 Sight Distance Analysis ................................................................................................................ 15 2 METHODOLOGIES .................................................................................................................... 17

2.1 Level of Service ........................................................................................................................... 17

2.2 Intersection Capacity Analysis .................................................................................................... 17

2.3 Roadway Segment Capacity Analysis .......................................................................................... 19

2.4 Freeway Off-Ramp Queuing Analysis .......................................................................................... 20

2.5 Traffic Signal Warrant Analysis Methodology ............................................................................. 20

2.6 Minimum Level of Service (LOS) ................................................................................................. 21

2.7 Deficiency Criteria ....................................................................................................................... 23

2.8 SB 743 Requirements .................................................................................................................. 24 3 AREA CONDITIONS ................................................................................................................... 27

3.1 Existing Circulation Network ....................................................................................................... 27

3.2 General Plan Circulation Element ............................................................................................... 27

3.3 Truck Routes ............................................................................................................................... 36

3.4 Transit Service ............................................................................................................................. 36

3.5 Bicycle & Pedestrian Facilities ..................................................................................................... 36

3.6 Existing (2018) Traffic Counts ..................................................................................................... 42

3.7 Intersection Operations Analysis ................................................................................................ 44

3.8 Traffic Signal Warrants Analysis .................................................................................................. 44

3.9 Roadway Segment Capacity Analysis .......................................................................................... 44

3.10 Off-Ramp Queuing Analysis ........................................................................................................ 48 4 PROJECTED FUTURE TRAFFIC .................................................................................................... 51

4.1 Project Trip Generation ............................................................................................................... 51

4.2 Project Trip Distribution .............................................................................................................. 54

4.3 Modal Split .................................................................................................................................. 54

4.4 Project Trip Assignment .............................................................................................................. 54

4.5 Background Traffic ...................................................................................................................... 58

4.6 Cumulative Development Traffic ................................................................................................ 58

4.7 Near-Term Traffic Forecasts ....................................................................................................... 59

4.8 Horizon Year (2040) Volume Development ................................................................................ 63 5 E+P TRAFFIC CONDITIONS ........................................................................................................ 65 Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
IV

5.1 Roadway Improvements ............................................................................................................. 65

5.2 Traffic Volume Forecasts............................................................................................................. 65

5.3 Intersection Operations Analysis ................................................................................................ 65

5.4 Traffic Signal Warrants Analysis .................................................................................................. 69

5.5 Roadway Segment Capacity Analysis .......................................................................................... 69

5.6 Off-Ramp Queuing Analysis ........................................................................................................ 69

5.7 Recommended Improvements ................................................................................................... 73 6 OPENING YEAR CUMULATIVE (2023) TRAFFIC CONDITIONS ...................................................... 75

6.1 Roadway Improvements ............................................................................................................. 75

6.2 Opening Year Cumulative (2023) Without Project Traffic Volume Forecasts ............................ 75

6.3 Opening Year Cumulative (2023) With Project Traffic Volume Forecasts .................................. 75

6.4 Intersection Operations Analysis ................................................................................................ 75

6.5 Traffic Signal Warrants Analysis .................................................................................................. 79

6.6 Roadway Segment Capacity Analysis .......................................................................................... 79

6.7 Off-Ramp Queuing Analysis ........................................................................................................ 84

6.8 Opening Year Cumulative (2023) Deficiencies and Recommendations ..................................... 84 7 HORIZON YEAR (2040) TRAFFIC CONDITIONS ........................................................................... 89

7.1 Roadway Improvements ............................................................................................................. 89

7.2 Horizon Year (2040) Without Project Traffic Volume Forecasts ................................................. 89

7.3 Horizon Year (2040) With Project Traffic Volume Forecasts ...................................................... 89

7.4 Intersection Operations Analysis ................................................................................................ 89

7.5 Traffic Signal Warrants Analysis .................................................................................................. 93

7.6 Roadway Segment Capacity Analysis .......................................................................................... 93

7.7 Off-Ramp Queuing Analysis ........................................................................................................ 93

7.8 Horizon Year (2040) Deficiencies and Recommended Improvements ....................................... 99 8 SUPPLEMENTAL ANALYSIS ..................................................................................................... 101 9 LOCAL AND REGIONAL FUNDING MECHANISMS ..................................................................... 105 10 REFERENCES ........................................................................................................................... 107

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APPENDICES
APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT APPENDIX 1.2: SITE ADJACENT QUEUING ANALYSIS WORKSHEETS APPENDIX 3.1: EXISTING TRAFFIC COUNTS – OCTOBER 2018
APPENDIX 3.2: EXISTING (2019) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS APPENDIX 3.3: EXISTING (2019) CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS APPENDIX 3.4: EXISTING (2019) CONDITIONS OFF-RAMP QUEUING ANALYSIS WORKSHEETS APPENDIX 4.1: POST PROCESSING WORKSHEETS
APPENDIX 5.1: E+P CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS APPENDIX 5.2: E+P CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS APPENDIX 5.3: E+P CONDITIONS OFF-RAMP QUEUING ANALYSIS WORKSHEETS APPENDIX 5.4: E+P CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS WITH

IMPROVEMENTS
APPENDIX 6.1: OPENING YEAR CUMULATIVE (2023) WITHOUT PROJECT CONDITIONS INTERSECTION

OPERATIONS ANALYSIS WORKSHEETS
APPENDIX 6.2: OPENING YEAR CUMULATIVE (2023) WITH PROJECT CONDITIONS INTERSECTION

OPERATIONS ANALYSIS WORKSHEETS
APPENDIX 6.3: OPENING YEAR CUMULATIVE (2023) WITHOUT PROJECT CONDITIONS TRAFFIC SIGNAL

WARRANT ANALYSIS WORKSHEETS
APPENDIX 6.4: OPENING YEAR CUMULATIVE (2023) WITH PROJECT CONDITIONS TRAFFIC SIGNAL

WARRANT ANALYSIS WORKSHEETS
APPENDIX 6.5: OPENING YEAR CUMULATIVE (2023) WITHOUT PROJECT CONDITIONS OFF-RAMP

QUEUING ANALYSIS WORKSHEETS
APPENDIX 6.6: OPENING YEAR CUMULATIVE (2023) WITH PROJECT CONDITIONS OFF-RAMP QUEUING

ANALYSIS WORKSHEETS
APPENDIX 6.7: OPENING YEAR CUMULATIVE (2023) WITH PROJECT CONDITIONS INTERSECTION

OPERATIONS ANALYSIS WORKSHEETS WITH IMPROVEMENTS
APPENDIX 7.1: HORIZON YEAR (2040) WITHOUT PROJECT CONDITIONS INTERSECTION OPERATIONS

ANALYSIS WORKSHEETS
APPENDIX 7.2: HORIZON YEAR (2040) WITH PROJECT CONDITIONS INTERSECTION OPERATIONS

ANALYSIS WORKSHEETS
APPENDIX 7.3: HORIZON YEAR (2040) WITHOUT PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT

ANALYSIS WORKSHEETS
APPENDIX 7.4: HORIZON YEAR (2040) WITH PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT

ANALYSIS WORKSHEETS
APPENDIX 7.5: HORIZON YEAR (2040) WITHOUT PROJECT CONDITIONS OFF-RAMP QUEUING

ANALYSIS WORKSHEETS
APPENDIX 7.6: HORIZON YEAR (2040) WITH PROJECT CONDITIONS OFF-RAMP QUEUING ANALYSIS

WORKSHEETS
APPENDIX 7.7: HORIZON YEAR (2040) WITH PROJECT CONDITIONS INTERSECTION OPERATIONS

ANALYSIS WORKSHEETS WITH IMPROVEMENTS
APPENDIX 8.1: SUPPLEMENTAL ANALYSIS (ALTERNATIVE 1) WORKSHEETS APPENDIX 8.2: SUPPLEMENTAL ANALYSIS (ALTERNATIVE 2) WORKSHEETS APPENDIX 8.3: SUPPLEMENTAL ANALYSIS (ALTERNATIVE 3) WORKSHEETS

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VII

LIST OF EXHIBITS
EXHIBIT 1-1: PRELIMINARY SITE PLAN .................................................................................................. 2 EXHIBIT 1-2: LOCATION MAP ................................................................................................................ 5 EXHIBIT 1-3: SUMMARY OF DEFICIENT INTERSECTIONS BY ANALYSIS SCENARIO .................................. 7 EXHIBIT 1-4: SITE ADJACENT ROADWAY AND SITE ACCESS RECOMMENDATIONS ............................... 13 EXHIBIT 1-5: TRUCK ACCESS ............................................................................................................... 14 EXHIBIT 1-6: SIGHT DISTANCE ............................................................................................................ 16 EXHIBIT 3-1: EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROLS ....................... 28 EXHIBIT 3-2: CITY OF RIVERSIDE GENERAL PLAN CIRCULATION ELEMENT ........................................... 29 EXHIBIT 3-3: CITY OF RIVERSIDE GENERAL PLAN ROADWAY CROSS-SECTIONS .................................... 30 EXHIBIT 3-4: COUNTY OF RIVERSIDE GENERAL PLAN CIRCULATION ELEMENT ..................................... 31 EXHIBIT 3-5: COUNTY OF RIVERSIDE GENERAL PLAN ROADWAY CROSS-SECTIONS ............................. 32 EXHIBIT 3-6: MARCH JOINT POWERS AUTHORITY GENERAL PLAN CIRCULATION ELEMENT ................. 33 EXHIBIT 3-7: MARCH JOINT POWERS AUTHORITY GENERAL PLAN ROADWAY CROSS-SECTIONS ......... 34 EXHIBIT 3-7.A: MERIDIAN GENERAL PLAN AMENDMENT ROADWAY SYSTEM ..................................... 35 EXHIBIT 3-8: CITY OF MORENO VALLEY GENERAL PLAN CIRCULATION ELEMENT ................................ 37 EXHIBIT 3-9: CITY OF MORENO VALLEY GENERAL PLAN ROADWAY CROSS-SECTIONS ......................... 38 EXHIBIT 3-10: MARCH JOINT POWERS AUTHORITY TRUCK ROUTES .................................................... 39 EXHIBIT 3-11: EXISTING TRANSIT ROUTES .......................................................................................... 40 EXHIBIT 3-12: EXISTING PEDESTRIAN FACILITIES ................................................................................. 41 EXHIBIT 3-13: EXISTING (2019) TRAFFIC VOLUMES (IN PCE) ................................................................ 43 EXHIBIT 3-14: EXISTING (2019) SUMMARY OF LOS ............................................................................. 45 EXHIBIT 4-1: PROJECT (PASSENGER CAR) TRIP DISTRIBUTION ............................................................. 55 EXHIBIT 4-2: PROJECT (TRUCK) TRIP DISTRIBUTION ............................................................................ 56 EXHIBIT 4-3: PROJECT ONLY TRAFFIC VOLUMES (IN PCE) .................................................................... 57 EXHIBIT 4-4: CUMULATIVE DEVELOPMENT LOCATION MAP ............................................................... 60 EXHIBIT 4-5: CUMULATIVE DEVELOPMENT ONLY TRAFFIC VOLUMES (IN PCE) .................................... 61 EXHIBIT 5-1: E+P TRAFFIC VOLUMES (IN PCE) ..................................................................................... 66 EXHIBIT 5-2: E+P SUMMARY OF LOS ................................................................................................... 70 EXHIBIT 6-1: OPENING YEAR CUMULATIVE (2023) WITHOUT PROJECT TRAFFIC VOLUMES (IN PCE) .... 76 EXHIBIT 6-2: OPENING YEAR CUMULATIVE (2023) WITH PROJECT TRAFFIC VOLUMES (IN PCE) ........... 77 EXHIBIT 6-3: OPENING YEAR CUMULATIVE (2023) WITHOUT PROJECT SUMMARY OF LOS .................. 80 EXHIBIT 6-4: OPENING YEAR CUMULATIVE (2023) WITH PROJECT SUMMARY OF LOS......................... 81 EXHIBIT 7-1: HORIZON YEAR (2040) WITHOUT PROJECT TRAFFIC VOLUMES (IN PCE) .......................... 90 EXHIBIT 7-2: HORIZON YEAR (2040) WITH PROJECT TRAFFIC VOLUMES (IN PCE) ................................. 91 EXHIBIT 7-3: HORIZON YEAR (2040) WITHOUT PROJECT SUMMARY OF LOS ....................................... 94 EXHIBIT 7-4: HORIZON YEAR (2040) WITH PROJECT SUMMARY OF LOS .............................................. 95 EXHIBIT 8-1: ALTERNATIVE CONFIGURATIONS .................................................................................. 102

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LIST OF TABLES
TABLE 1-1: INTERSECTION ANALYSIS LOCATIONS ................................................................................. 6 TABLE 2-1: SIGNALIZED INTERSECTION LOS DEFINITIONS ................................................................... 17 TABLE 2-2: UNSIGNALIZED INTERSECTION LOS DEFINITIONS .............................................................. 19 TABLE 2-3: ROADWAY SEGMENT CAPACITY LOS DEFINITIONS1 ........................................................... 20 TABLE 2-4: TRAFFIC SIGNAL WARRANT ANALYSIS LOCATIONS ............................................................ 21 TABLE 2-5: DEFICIENCY CRITERIA ........................................................................................................ 23 TABLE 3-1: INTERSECTION ANALYSIS FOR EXISTING (2019) CONDITIONS ............................................ 46 TABLE 3-2: ROADWAY SEGMENT ANALYSIS FOR EXISTING (2019) CONDITIONS .................................. 47 TABLE 3-3: PEAK HOUR FREEWAY OFF-RAMP QUEUING SUMMARY FOR EXISTING (2019) CONDITIONS .......................................................................................................................................................... 49 TABLE 4-1: PROJECT TRIP GENERATION RATES ................................................................................... 52 TABLE 4-2: PROJECT TRIP GENERATION SUMMARY ............................................................................ 53 TABLE 4-3: CUMULATIVE DEVELOPMENT LAND USE SUMMARY ......................................................... 62 TABLE 5-1: INTERSECTION ANALYSIS FOR E+P CONDITIONS ............................................................... 67 TABLE 5-2: DEFICIENT INTERSECTION SUMMARY FOR E+P CONDITIONS ............................................. 68 TABLE 5-3: ROADWAY SEGMENT ANALYSIS FOR E+P CONDITIONS ..................................................... 71 TABLE 5-4: PEAK HOUR FREEWAY OFF-RAMP QUEUING SUMMARY FOR E+P CONDITIONS ................ 72 TABLE 5-5: INTERSECTION ANALYSIS FOR E+P CONDITIONS WITH IMPROVEMENTS ........................... 74 TABLE 6-1: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE (2023) CONDITIONS ............. 78 TABLE 6-2: DEFICIENT INTERSECTION SUMMARY FOR OPENING YEAR CUMULATIVE (2023) CONDITIONS ...................................................................................................................................... 82 TABLE 6-3: ROADWAY SEGMENT ANALYSIS FOR OPENING YEAR CUMULATIVE (2023) CONDITIONS ... 83 TABLE 6-4: PEAK HOUR FREEWAY OFF-RAMP QUEUING SUMMARY FOR OPENING YEAR CUMULATIVE (2023) CONDITIONS ........................................................................................................................... 85 TABLE 6-5: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE (2023) CONDITIONS WITH IMPROVEMENTS ................................................................................................................................ 86 TABLE 7-1: INTERSECTION ANALYSIS FOR HORIZON YEAR (2040) CONDITIONS ................................... 92 TABLE 7-2: DEFICIENT INTERSECTION SUMMARY FOR HORIZON YEAR (2040) CONDITIONS ................ 96 TABLE 7-3: ROADWAY SEGMENT ANALYSIS FOR HORIZON YEAR (2040) CONDITIONS ........................ 97 TABLE 7-4: PEAK HOUR FREEWAY OFF-RAMP QUEUING SUMMARY FOR HORIZON YEAR (2040) CONDITIONS ...................................................................................................................................... 98 TABLE 7-5: INTERSECTION ANALYSIS FOR HORIZON YEAR (2040) CONDITIONS WITH IMPROVEMENTS ........................................................................................................................................................ 100 TABLE 8-1: INTERSECTION ANALYSIS FOR ALTERNATIVE CONFIGURATIONS ..................................... 103 TABLE 8-2: QUEUING ANALYSIS FOR ALTERNATIVE CONFIGURATIONS ............................................. 104

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LIST OF ABBREVIATED TERMS
(1) Reference
ADT Average Daily Traffic
Caltrans California Department of Transportation
CEQA California Environmental Quality Act
CMP Congestion Management Program
E+P Existing Plus Project
HCM Highway Capacity Manual
ITE Institute of Transportation Engineers
LOS Level of Service
March JPA March Joint Powers Authority
MOE Measures of Effectiveness
MUTCD Manual on Uniform Traffic Control Devices
NP No Project (or Without Project)
PCE Passenger Car Equivalents
PHF Peak Hour Factor
Project Sycamore Hills Distribution Center
RCALUC Riverside County Airport Land Use Commission
RCTC Riverside County Transportation Commission
RTA Riverside Transit Authority
RTP Regional Transportation Plan
SCAG Southern California Association of Governments
SCAQMD South Coast Air Quality Management District
SHS State Highway System
sf Square Feet
SPA Specific Plan Update
TA Traffic Operations Analysis
TOD Transit-Oriented Development
TSF Thousand Square Feet
TUMF Transportation Uniform Mitigation Fee
v/c Volume-to-capacity
WP With Project
WRCOG Western Riverside Council of Governments

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Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
1 1 INTRODUCTION
This report presents the results of the traffic operations analysis (TA) prepared for the proposed Sycamore Hills Distribution Center (“Project”), which is located north of Alessandro Boulevard and east of Barton Street, within the jurisdiction of the City of Riverside as shown on Exhibit 1-1.

The purpose of this traffic operations analysis is to evaluate the potential circulation system deficiencies that could result from the development of the proposed Project, and if necessary, to recommend mitigation to achieve acceptable circulation system performance . As directed by City of Riverside staff, this traffic study has been prepared in accordance with the City of Riverside Traffic Impact Analysis Preparation Guide (December 2017), the California Department of Transportation (Caltrans) Guide for the Preparation of Traffic Impact Studies (December 2002), and consultation with City of Riverside staff during the scoping process. (1) (2) The approved Project Traffic Study Scoping agreement is provided in Appendix 1.1 of this TA.

1.1 PROJECT DESCRIPTION
The project proposes subdividing the site into two parcels (Parcels 1 and 2), and three lettered parcels (Parcels A, B, and C). Each parcel is proposed to be developed with a high cube transload short-term warehouse building (Buildings A and B). Building A, a 400,000 square foot warehouse, will be constructed on Parcel 1. Building B, a 203,100 square foot warehouse, will be constructed on Parcel 2. Associated improvements include parking, fire lanes, fencing and walls (including retaining walls), landscaping, and water quality treatment areas.

Parcels A and Parcel B consist of existing Restricted Property of natural land, with a supporting jurisdictional feature, totaling approximately 11.6 acres. A 0.67 -acre driveway will be constructed through the Restricted Property to provide street access from Alessandro Boulevard to Parcel 1, which would reduce the Restricted Property to 10.93 acres. However, 1.44 acres will be added to Parcel A to mitigate this loss, resulting in a total of 12.37 acres of Restricted Property (net gain of 0.77 acres). A Conservation Easement is proposed to be placed over the amended

12.37 acres of Restricted Property.

A trailhead parking lot is proposed on Parcel C, totaling 1.18 acres, for access to the Sycamore Canyon Wilderness Park. Improvements include a parking lot, sidewalk, shade structure, bike rack, drinking fountain, fencing, and a Fire Department and access gate. Parcel C will be dedicated to the City. Trips generated by the Project’s proposed land use s have been estimated based on trip generation rates collected by the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10
th Edition, 2017. (3) The proposed Project is anticipated to generate a total of 1,266 PCE trip-ends per day with 75 PCE AM peak hour trips and 87 PCE PM peak hour trips. For comparison, the proposed Project is anticipated to generate a total of 847 actual vehicle trip-ends per day with 51 actual vehicle AM peak hour trips and 64 actual vehicle PM peak hour trips . The assumptions and methods used to estimate the Project’s trip generation characteristics are discussed in Section 4.1 Project Trip Generation of this report.

GRANDE DR.

BARTON ST.

DWY. 2
DWY. 1
ALESSANDRO BL.817'
1254'
VISTA
PRIVATEDRIVEWAY585'668'
N12014 - siteplan-a.dwg
Sycamore Hills Distribution Center Traffic Operations Analysis URBAN
EXHIBIT 1-1: PRELIMINARY SITE PLAN
Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
3 1.2 ANALYSIS SCENARIOS
For the purposes of this traffic study, potential deficiencie s to traffic and circulation have been assessed for each of the following conditions:
• Existing (2019)
• Existing plus Project (E+P)
• Opening Year Cumulative (2023) Without Project
• Opening Year Cumulative (2023) With Project
• Horizon Year (2040) Without Project
• Horizon Year (2040) With Project

1.2.1 EXISTING (2019) CONDITIONS
Information for Existing (2019) conditions is disclosed to represent the baseline traffic conditions as they existed at the time this report was prepared.

1.2.2 EXISTING PLUS PROJECT CONDITIONS
Consistent with the City of Riverside traffic study guidelines, the Existi ng Plus Project (E+P) analysis determines circulation system deficiencies that would occur on the existing roadway system in the scenario of the Project being placed upon Existing conditions . The E+P analysis is intended to identify the project -specific traffic deficiencies associated solely with the development of the proposed Project based on a comparison of the E+P traffic conditions to Existing conditions. As such, E+P traffic conditions were evaluated for each phase of development to determine the project-specific traffic deficiencies associated with each phase.

1.2.3 OPENING YEAR CUMULATIVE CONDITIONS
To account for growth in traffic between Existing Conditions (2019) and the Project Opening Year Cumulative (2023), a compounded annual traffic growth rate of 2 .0 percent was assumed (8.24 percent aggregate growth in background traffic for the period from 2019 through 2023). The 2.0 percent annual growth rate is intended to capture non- specific ambient traffic growth.

Conservatively, the TA estimates area-wide traffic growth, then adds traffic generated by other known or probable related projects. These related projects are at least in part already accounted for in the assumed annual 2 .0 percent ambient growth in traffic noted above; and in some instances, these related projects would likely not be implemented and operational within the 2023 Opening Year Cumulative time frame assumed for the Project. The resulting traffic growth rate used in the TA (2.0 percent compounded annual ambient growth plus traffic generated by related proje cts) would therefore tend to overstate rather than understate background cumulative traffic deficiencies under 2023 traffic conditions.

1.2.4 HORIZON YEAR (2040) CONDITIONS
The Horizon Year (2040) Without Project traffic conditions were derived from the R iverside County Transportation Analysis Model (RivTAM) using accepted procedures for model forecast Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
4 refinement and smoothing. The traffic forecasts reflect the area-wide growth anticipated between Existing conditions and Horizon Year conditions. The Horizon Year With Project traffic forecasts were determined by adding the Project traffic to the Horizon Year Without Project traffic forecasts from the RivTAM model. The Horizon Year traffic forecasts used in the traffic analysis were refined with existing peak hour traffic count data collected at intersection analysis locations. The initial estimate of the future peak hour turning movements ha ve, therefore, been reviewed for reasonableness. The reasonableness checks performed include a review of traffic flow conservation in addition to a comparison with the Existing and Opening Year Cumulative traffic volumes. Where necessary, the Horizon Year volumes have been adjusted to achieve flow conservation, reasonable growth, and reasonable diversion between parallel routes.

The Horizon Year Without and With Project traffic conditions analyses will be utilized to determine if improvements funded through regional transportation mitigation fee programs, such as the Transportation Uniform Mitigation Fee (TUMF) and Development Impact Fee (DIF) programs, or other approved funding mechanism can accommodate the long -range cumulative traffic at the Level of Service (LOS ) standards identified in the City of Riverside General Plan . (4) If the “funded” improvements can meet the LOS standard, then the Project’s payment into TUMF and/or DIF will be considered as long-range cumulative improvements through the conditions of approval. Other improvements needed beyond the “funded” improvements (such as localized improvements to non- TUMF facilities) are identified as such. Post -processing worksheets for Horizon Year (2040) Without Project traffic conditions are provided in Appendix 4.1.

1.3 STUDY AREA
To ensure that this TA satisfies the City of Riverside ’s traffic study requirements, Urban Crossroads, Inc. prepared a project traffic study scoping package for review by City of Riverside staff and their traffic consultant prior to the preparation of this report. The Agreement provides an outline of the Project study area, trip generation, trip distribution, and analysis methodology.

The Agreement approved by the City of Riverside is included in Appendix 1.1.

1.3.1 INTERSECTIONS
The following 8 study area intersections listed in Table 1 -1 and shown on Exhibit 1 -2 were selected for this TA based on consultation with City of Riverside staff.

In general, the study area includes intersections where the Project is anticipated to contribute 50 or more peak hour trips.

SYCAMOREALESSANDRO BL.

BARTON ST.

CYN. BL.

SANGORGONIO DR.

VISTA GRANDE DR.

DWY. 1
DWY. 2DRIVEWAYPRIVATE

RIVERSIDE

RIVERSIDECOUINTY

MORENO VALLEY
N12014 - locmap-a.dwg URBAN
Sycamore Hills Distribution Center Traffic Operations AnalysisEXHIBIT 1-2: LOCATION MAP 32 4 5 678
INTERSTATE215
= FUTURE INTERSECTION ANALYSIS LOCATION= EXISTING INTERSECTION ANALYSIS LOCATIONLEGEND:000= CMP INTERSECTION 1 Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
6 TABLE 1-1: INTERSECTION ANALYSIS LOCATIONS
ID Intersection Location Jurisdiction
1 Barton St. & Driveway 1 Riverside
2 Barton St. & Alessandro Bl. Riverside/JPA
3 Private Driveway & Alessandro Bl. Riverside/JPA
4 Driveway 2/Vista Grande Dr. & Alessandro Bl. Riverside/JPA 5 San Gorgonio Dr. & Alessandro Bl. Riverside/JPA
6 Sycamore Canyon Bl. & Alessandro Bl. Riverside/JPA
7 I-215 SB Ramps & Alessandro Bl. Caltrans/Riverside/County 8 I-215 NB Ramps & Alessandro Bl. Caltrans/Riverside/County

1.4 SUMMARY OF FINDINGS
This section provides a summary of the analysis results for Existing ( 2019), E+P, Opening Year Cumulative (2023), and Horizon Year (2040) traffic conditions.

1.4.1 EXISTING (2019) CONDITIONS
Intersection Operations Analysis
A summary of LOS results for Existing traffic conditions are presented in Exhibit 1-3. As shown, a total of 2 intersections within the study area are currently operating at a deficient LOS.

Off-Ramp Queuing Analysis
A queuing analysis was performed for the I -215 Freeway off-ramps at Alessandro Boulevard for Existing (2019) traffic conditions . The analysis indicates there are currently no queuing issues that may potentially “spill back” onto the I -215 Freeway mainline at the I -215 Alessandro Boulevard interchange.

1.4.2 E+P CONDITIONS
Intersection Operations Analysis
The addition of Project traffic is not anticipated to result in any new LOS deficiencies under E+P traffic conditions (see Exhibit 1-3), consistent with Existing (2019) traffic conditions.

Off-Ramp Queuing Analysis
A queuing analysis was performed for the I-215 Freeway off-ramps at Alessandro Boulevard for E+P traffic conditions . The analysis indicates there are no additional queuing issues that may potentially “spill back” onto the I -215 Freeway mainline at the I -215 Alessandro Boulevard interchange under E+P traffic conditions.

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8 Deficiencies and Recommendations
Based on the applicable jurisdiction’s deficiency criteria, the following study area intersection s were found to be deficient for E+P traffic conditions:
• Driveway 2/Vista Grande Dr. & Alessandro Bl. (#4)
• Sycamore Canyon Bl. & Alessandro Bl. (#6)
The following improvements are recommended to improve each deficient intersection’s LOS back to pre-project conditions, or better:

Project Design Feature 1.1 – Driveway 2/Vista Grande Dr. & Alessandro Bl. (#4) • The intersection of Vista Grande Drive & Alessandro Boulevard is not warranted for a traffic signal (based on volume warrants). However, it is anticipated to continue to operate at a deficient LOS . The additional of a traffic signal would improve the LOS to acceptable levels. The addition of a traffic signal is not currently feasible as the intersection is in close proximity of an existing signalized intersection (Private Driveway at Alessandro Boulevard). The adjacent signalized intersection of Private Driveway at Alessandro Boulevard is not anticipated to warrant a traffic signal as the volumes on t he north and south leg are nominal (significantly less than the south leg of Vista Grande Drive & Alessandro Boulevard) . It would require the removal of the existing traffic signal at Private Driveway & Alessandro Boulevard for a traffic signal to be installed at Vista Grande Drive and Alessandro Boulevard. It is recommended that the existing signal at Private Driveway & Alessandro Boulevard is to be removed and that the Project will construct a new traffic signal at the intersection of Driveway 2/Vista Grande Drive & Alessandro Boulevard.

The intersection of Sycamore Canyon Boulevard & Alessandro Boulevard is currently built out to its General Plan ultimate cross-section and exceeds the General Plan target LOS. Until additional right-of-way beyond those designated in the General Plan is obtained , there are no anticipated feasible improvements. As such, the deficiency is considered unavoidable.

1.4.3 OPENING YEAR CUMULATIVE (2023) CONDITIONS
Intersection Operations
As shown on Exhibit 1 -3, there are 2 study area intersections that are anticipated to operate at an unacceptable LOS under Opening Year Cumulative (2023) Without Project traffic conditions during one or both peak hours. With the addition of Project traffic, there are no additional study area intersections anticipated to operate at a deficient LOS.

Off-Ramp Queuing Analysis
A queuing analysis was performed for the I -215 Freeway off-ramps at Alessandro Boulevard for Opening Year Cumulative (2023) traffic conditions. The analysis indicates there are no queuing issues that may potentially “spill back” onto the I -215 Freeway mainline at the I-215 Alessandro Boulevard interchange under Opening Year Cumulative (2023) traffic conditions.

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9 Deficiencies and Recommendations
Cumulative traffic deficiencies are deficiencies that are not directly caused by the Project, but occur as a result of regional growth combined with that or other nearby cumulative development projects or if the project is anticipated to contribute traffic to a deficient intersection under pre- project conditions. The Project’s contribution to a particular cumulative transportation deficiency is deemed cumulatively considerable if the Project adds significant traffic to the forecasted deficiency.

Based on the applicable jurisdiction’s deficiency criteria, the following study area intersection s were found to be deficient for Opening Year Cumulative (2023) With Project traffic conditions , consistent with E+P traffic conditions:
• Driveway 2/Vista Grande Dr. & Alessandro Bl. (#4)
• Sycamore Canyon Bl. & Alessandro Bl. (#6)
The following improvements are recommended to improve each deficient intersection’s LOS back to pre-project conditions, or better:

Project Design Feature 1.1 – Driveway 2/Vista Grande Dr. & Alessandro Bl. (#4) • The intersection of Vista Grande Drive & Alessandro Boulevard is not warranted for a traffic signal (based on volume warrants). However, it is anticipated to continue to operate at a deficient LOS . The additi onal of a traffic signal would improve the LOS to acceptable levels. The addition of a traffic signal is not currently feasible as the intersection is in close proximity of an existing signalized intersection (Private Driveway at Alessandro Boulevard). Th e adjacent signalized intersection of Private Driveway at Alessandro Boulevard is not anticipated to warrant a traffic signal as the volumes on the north and south leg are nominal (significantly less than the south leg of Vista Grande Drive & Alessandro Bo ulevard). It would require the removal of the existing traffic signal at Private Driveway & Alessandro Boulevard for a traffic signal to be installed at Vista Grande Drive and Alessandro Boulevard. It is recommended that the existing signal at Private Driveway & Alessandro Boulevard is to be removed and that the Project will construct a new traffic signal at the intersection of Driveway 2/Vista Grande Drive & Alessandro Boulevard.

The intersection of Sycamore Canyon Boulevard & Alessandro Boulevard is currently built out to its General Plan ultimate cross-section and exceeds the General Plan target LOS. Until additional right-of-way beyond those designated in the General Plan is obtained , there are no anticipated feasible improvements. As such, the deficiency is considered unavoidable.

1.4.4 H
ORIZON YEAR (2040) CONDITIONS
Intersection Operations
As shown on Exhibit 1 -3, there are 3 study area intersections that are anticipated to operate at an unacceptable LOS under Horizon Year (2040) traffic conditions during one or both peak hours.

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
10 With the addition of Project traffic, there are no additional study area intersections anticipated to operate at a deficient LOS.

Off-Ramp Queuing Analysis
A queuing analysis was performed for the I -215 Freeway off-ramps at Alessandro Boulevard for Horizon Year (2040) traffic conditions . The analysis indicates there are no queuing issues that may potentially “spill back” onto the I -215 Freeway mainline at the I-215 Alessandro Boulevard interchange under Horizon Year (2040) traffic conditions.

Deficiencies and Recommendations
Cumulative traffic deficiencies are deficiencies that are not directly caused by the Project, but occur as a result of regional growth combined with that or other nearby cumulative development projects or if the project is anticipated to contribute traffic to a deficient intersection under pre- project conditions. The Project’s contribution to a particular cumulative transportation deficiency is deemed cumulatively considerable if the Project adds significant traffic to the forecasted deficiency.

Based on the applicable jurisdiction’s deficiency criteria, the following study area intersection s were found to be deficient for Horizon Year (2040) With Project traffic conditions, consistent with E+P and Opening Year Cumulative (2023) With Project traffic conditions:
• Driveway 2/Vista Grande Dr. & Alessandro Bl. (#4)
• Sycamore Canyon Bl. & Alessandro Bl. (#6)
The following improvements are recommended to improve each deficient intersection’s LOS back to pre-project conditions, or better:

Project Design Feature 1.1 – Driveway 2/Vista Grande Dr. & Alessandro Bl. (#4) • The intersection of Vista Grande Drive & Alessandro Boulevard is not warranted for a traffic signal (based on volume warrants). However, it is anticipated to continue to operate at a deficient LOS . The additional of a traffic signal would improve the LOS to acceptable levels. The addition of a traffic signal is not currently feasible as the intersection is in close proximity of an existing signalized intersection (Private Driveway at Alessandro Boulevard). The adjacent signalized intersection of Private Driveway at Alessandro Boulevard is not anticipated to warrant a traffic signal as the volumes on the north and south leg are nominal (significantly less than the south leg of Vista Grande Drive & Alessandro Boulevard) . It would require the removal of the existing traffic signal at Private Driveway & Alessandro Boulevard for a traffic signal to be installed at Vista Grande Drive and Alessandro Boulevard. It is recommended that the existing signal at Private Driveway & Alessandro Boulevard is to be removed and that the Proje ct will construct a new traffic signal at the intersection of Driveway 2/Vista Grande Drive & Alessandro Boulevard.

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
11 The intersection of Sycamore Canyon Boulevard & Alessandro Boulevard is currently built out to its General Plan ultimate cross-section and exceeds the General Plan target LOS. Until additional right-of-way beyond those designated in the General Plan is obtained , there are no anticipated feasible improvements. As such, the deficiency is considered unavoidable.

1.5 SITE ADJACENT ROADWAY AND SITE ACCESS IMPROVEMENTS
This section summarizes Project site access and on-site circulation recommendations. Vehicular and truck traffic access will be provided via the following driveways:
• Barton St. & Driveway 1 – Full access driveway (passenger cars only ). Trucks will be restricted from heading westbound on Alessandro Boulevard. • Driveway 2/Vista Grande Dr. & Alessandro Bl. – Full access driveway (passenger cars only).

Trucks will be restricted from heading westbound on Alessandro Boulevard.

Regional access to the Project site is provided via the I -215 Freeway at Alessandro Boulevard interchange.

1.5.1 SITE ADJACENT ROADWAY IMPROVEMENTS
The recommended site access improvements for the Project are described below. Exhibit 1-4 illustrates the on-site and site adjacent recommended roadway lane improvements. Construction of on -site and site adjacent improvements a re recommended to occur in conjunction with adjacent Project development activity or as needed for Project access purposes.

Alessandro Boulevard: The site adjacent roadway of Alessandro Boulevard is constructed to its ultimate General Plan designation. Curb-and-gutter and sidewalk improvements are in place, however, should be modified accordingly based on proposed driveway locations. Construct curb- and-gutter and sidewalk improvements along the Project’s southern and western boundary.

Barton Street: Construct Barton Street between the Project’s northern boundary and southern boundary at its ultimate full -section pavement width as a Local Street (66-foot right- of-way).

Improvements along Barton Street would be those required by final conditions of approval for the proposed Project and applicable City of Riverside Standards.

Barton Street & Alessandro Boulevard – Construct the intersection with the following improvements:
• Construct an exclusive southbound left- turn lane and provide a minimum of 100 -feet of storage.

Private Driveway & Alessandro Boulevard – Construct the intersection with the following improvements:
• Remove the existing traffic signal and restrict the driveway access on the north and south leg to right-in/right-out access only
Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
12 1.5.2 SITE ACCESS IMPROVEMENTS
The recommended site access driveway improvements for the Project are described below.

Exhibit 1-4 illustrates the on-site and site adjacent recommended roadway lane improvements.

Construction of on -site and site adjacent improvements are recommended to occur in conjunction with adjacent Project development activity or as needed for Project access purposes.

Barton Street & Driveway 1 – Construct the intersection with the following improvements:
• Construct a north leg to facilitate ingress and egress access to the proposed Project. • Construct an east leg to facilitate ingress and egress access to the proposed Project.

Driveway 2/Vista Grande Drive & Alessandro Boulevard – Construct the intersection with the following improvements:
• Install a traffic signal.
• Construct a north leg to facilitate ingress and egress access to the proposed Project and provide a minimum of 100-feet of storage to the southbound left-turn lane. • Construct an exclusive eastbound left- turn lane and provide a minimum of 100 -feet of storage.

1.5.3 Q

UEUING ANALYSIS AT THE PROJECT DRIVEWAYS
A queuing analysis was conducted for the Project driveways for Horizon Year (2040) traffic conditions to determine the turn pocket lengths necessary to accommodate near-term and long- range 95th percentile queues.

The minimum storage length for turn pockets to accommodate the 95th percentile queues at the intersections of Barton Street & Driveway 1 and Driveway 2 /Vista Grande Dr. & Alessandro Boulevard were previously shown on Exhibit 1 -4. Queuing worksheets are included in Appendix

1.2. 1.6 TRUCK ACCESS AND CIRCULATION
A truck turning template has been overlaid on the site plan at Driveway 1 on Barton Street and Driveway 2 on Alessandro Boulevard, which are anticipated to be utilized by heavy trucks , in order to determine the appropriate curb radii and to verify that trucks will have sufficient space to execute turning maneuvers. For the purposes of this evaluation, the WB -67 class truck template has been utilized. WB-67 class trucks are approximately 73.5 feet in length.

Exhibit 1-5 illustrates the proposed truck access for the site and circulation for Driveway 1 and Driveway 2 . The recommended curb radii as shown on Exhibit 1 -5 are anticipated to accommodate the ingress and egress of trucks. Additional width would be required on Driveway 1 or Barton Street to accommodate simultaneous northbound right and southbound left turns for WB-67 class trucks.

GRANDE DR.

BARTON ST.

DWY. 2
DWY. 1
ALESSANDRO BL.VISTA

PRIVATEDRIVEWAY
N12014 - recs-b.dwg
Sycamore Hills Distribution Center Traffic Operations Analysis URBAN
EXHIBIT 1-4: SITE ADJACENT ROADWAY AND SITE ACCESS RECOMMENDATIONS ON-SITE TRAFFIC SIGNING AND STRIPING SHOULD BEIMPLEMENTED IN CONJUNCTION WITH DETAILEDCONSTRUCTION PLANS FOR THE PROJECT SITE.SIGHT DISTANCE AT EACH PROJECT ACCESS POINTSHOULD BE REVIEWED WITH RESPECT TO STANDARDCALTRANS AND CITY OF RIVERSIDE SIGHT DISTANCESTANDARDS AT THE TIME OF PREPARATION OFFINAL GRADING, LANDSCAPE AND STREETIMPROVEMENT PLANS. 100'150'200'
100'DEF200'DEF
ALESSANDRO BOULEVARD IS AN EAST-WEST ORIENTEDROADWAY LOCATED ALONG THE PROJECT'S SOUTHERNBOUNDARY. ALESSANDRO BOULEVARD IS CURRENTLYCONSTRUCTED AT ITS ULTIMATE HALF-SECTION WIDTHAS AN ARTERIAL (144-FOOT RIGHT-OF-WAY) BETWEENTHE PROJECT'S WESTERN BOUNDARY AND THEPROJECT'S EASTERN BOUNDARY.

BARTON STREET IS A NORTH-SOUTH ORIENTED ROADWAY LOCATED ALONGTHE PROJECT'S WESTERN BOUNDARY. CONSTRUCT BARTON STREETBETWEEN THE PROJECT'S NORTHERN BOUNDARY AND THE PROJECT'SSOUTHERN BOUNDARY AT ITS ULTIMATE FULL-SECTION PAVEMENT WIDTH(WITH A SOFT SHOULDER) AS A LOCAL STREET (66-FOOT RIGHT-OF-WAY).IMPROVEMENTS ALONG BARTON STREET WOULD BE THOSE REQUIRED BYFINAL CONDITIONS OF APPROVAL FOR THE PROPOSED PROJECT ANDAPPLICABLE CITY OF RIVERSIDE STANDARDS. 100'
150'= LOCAL (66' R.O.W.)= ARTERIAL (144' R.O.W.)
= STOP SIGN= DEFACTO RIGHT TURNDEF= MINIMUM TURN POCKET LENGTH150' LEGEND:= TRAFFIC SIGNAL= NEW TRAFFIC SIGNAL= EXISTING LANE= LANE IMPROVEMENT= MINIMUM TURN POCKET LENGTH IMPROVEMENT R35'R35'R50'DWY. 2ALESSANDRO BL.

R30'R30'R65'BARTON ST.DWY. 1
N12014 - aturn-a.dwg
Sycamore Hills Distribution Center Traffic Operations Analysis URBAN
EXHIBIT 1-5: TRUCK ACCESS
LEGEND:

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
15 As indicated in Exhibit 1-5, the egress of trucks is restricted to left turn out only. Driver education and physical improvements (i.e., signage, striping, truck barriers, etc.) would direct truck movements to head eastbound on Alessandro Boulevard to the I -215 Interchange. These measures would prevent trucks from exiting to westbound on Alessandro Boulevard. An example of an existing physical improvement to restrict outbound truck movement is located at the intersection of San Gorgonio Drive and Alessandro Boulevard.

1.7 SIGHT DISTANCE ANALYSIS
The intersection sight distance has been evaluated for Private Driveway and Driveway 2 on Alessandro Boulevard . S ight distance is the continuous length of highway or roadway ahead visible to the driver.

At unsignalized intersections, intersection sight distance must provide a substantially clear line of sight between the driver of the vehicle waiting on the minor road (driveway) and the driver of an approaching vehicle. For the purposes of this analysis, a 9 second criterion has been applied to the outside travel lanes in either direction to provide the most conservative sight distance (consistent with the Caltrans Highway Design Manual, 2019) . The 9 second criterion allows waiting vehicles to either cross all lanes of through traffic by turning left or cross the near lanes by turning right without requiring through traffic to radically alter their speed.

1.7.1 S

IGHT DISTANCE STANDARDS
Alessandro Boulevard – Alessandro Boulevard is an existing roadway and the sight distance at Private Driveway and Driveway 2 along Alessandro Boulevard have been assessed assuming the “object” in the road is another vehicle. Alessandro Boulevard has been evaluated as a major roadway with a posted speed limit of 55 miles per hour.

Adequate visibility for vehicular and pedestrian traffic can be provided at each Project driveway by limiting sight obstructions within the limited use are. Any landscaping/hardscape within the limited use area should not exceed 30 -inches (2.5-feet) in height and sloped areas should not exceed 3 -feet. The limited use area should be kept clear of any landscaping or any other obstructions that may impede the visibility of the driver, including on- street parking. Minimum horizontal intersection sight distance for the aforementioned driveways is illustrated on Exhibit 1-6.

1.7.2 S

IGHT DISTANCE ALONG ALESSANDRO BOULEVARD
The minimum intersection stopping sight distance on a roadway with a speed limit of 55 miles per hour and a 9 second time gap is 730-feet.

GRANDE DR.DWY. 2
ALESSANDRO BL.VISTA

PRIVATEDRIVEWAY
15'3' 730'730'
GRANDE DR.

BARTON ST.

DWY. 2VISTA
PRIVATEDRIVEWAYALESSANDRO BL.15'3' 730'730'
N12014 - sight distance_.dwg
Sycamore Hills Distribution Center Traffic Operations Analysis URBAN
EXHIBIT 1-6: SIGHT DISTANCE
= MINIMUM SIGHT DISTANCE LINES= LIMITED USE AREALEGEND:(THERE SHALL BE NO OBSTRUCTION WITHINTHE LIMITED USE AREA. OBSTRUCTIONSINCLUDE, BUT NOT LIMITED TO, ANY SIGNS OROBJECTS HIGHER THAN 3' MEASURED FROMPAVEMENT WITHIN THE AREA OF LIMITED USE.) 123=
123=
Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
17 2 METHODOLOGIES
This section of the report presents the methodologies used to perform the traffic analyses summarized in this report. The methodologies described are cons istent with City of Riverside traffic study guidelines.

2.1 LEVEL OF SERVICE
Traffic operations of roadway facilities are described using the term "Level of Service" (LOS). LOS is a qualitative description of traffic flow based on several factors such as speed, travel time, delay, and freedom to maneuver. Six levels are typically defined ranging from LOS A , representing completely free-flow conditions, to LOS F, representing breakdown in flow resulting in stop-and-go conditions. LOS E represents operations at or near capacity, an unstable level where vehicles are operating with the minimum spacing for maintaining uniform flow.

2.2 INTERSECTION CAPACITY ANALYSIS
The definitions of LOS for interrupted traffic flow (flow restrained by the existence of traffic signals and other traffic control devices) differ slightly depending on the type of traffic control.

The LOS is typically dependent on the quality of traffic flow at the intersections along a roadway.

The Highway Capacity Manual (HCM) methodology expresses the LOS at an intersection in terms of delay time for the various inters ection approaches. (5) The HCM uses different procedures depending on the type of intersection control. Study area intersections located within the City of Riverside, County of Riverside, March Joint Powers Authority, and City of Moreno Valley have been analyzed using the software package Synchro (Version 10).

2.2.1 SIGNALIZED INTERSECTIONS
City of Riverside, March Joint Powers Authority, City of Moreno Valley, County of Riverside The City of Riverside , March Joint Powers Authority , City of Moreno Valley , and County of Riverside require signalized intersection operations analysis based on the methodology described in the HCM. (5) Intersection LOS operations are based on an intersection’s average control delay.

Control delay includes initial deceleration delay, queue move -up time, stopped delay, and final acceleration delay. For signalized intersections LOS is directly related to the average control delay per vehicle and is correlated to a LOS designation as described in Table 2-1.

TABLE 2-1: SIGNALIZED INTERSECTION LOS DEFINITIONS
Description
Average Control
Delay (Seconds),
V/C ≤ 1.0
Level of Service,
V/C ≤ 1.0
Level of Service,
V/C > 1.0
Operations with very low delay occurring with favorable progression and/or short cycle length. 0 to 10.00 A F
Operations with low delay occurring with good
progression and/or short cycle lengths. 10.01 to 20.00 B F Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
18 Description
Average Control
Delay (Seconds),
V/C ≤ 1.0
Level of
Service, V/C ≤

1.0 Level of Service,
V/C > 1.0
Operations with average delays resulting from fair
progression and/or longer cycle lengths. Individual cycle failures begin to appear.

20.01 to 35.00 C F
Operations with longer delays due to a combination of
unfavorable progression, long cycle lengths, or high V/C ratios. Many vehicles stop and individual cycle failures are noticeable.

35.01 to 55.00 D F
Operations with high delay values indicating poor
progression, long cycle lengths, and high V/C ratios.

Individual cycle failures are freque nt occurrences. This is considered to be the limit of acceptable delay.

55.01 to 80.00 E F
Operation with delays unacceptable to most drivers
occurring due to over saturation, poor progression, or
very long cycle lengths

80.01 and up F F
Source: HCM
Study area intersections located within the City of Riverside , March JPA, and City of Moreno Valley have been analyzed using the software package Synchro (Version 10).

The peak hour traffic volumes have been adjusted using a peak hour factor (PHF) to reflect peak 15 minute volumes. Common practice for LOS analysis is to use a peak 15 -minute rate of flow.

However, flow rates are typically expressed in vehicles per hour. The PHF is the relationship between the peak 15-minute flow rate and the full hourly volume (e.g. PHF = [Hourly Volume] / [4 x Peak 15-minute Flow Rate]). The use of a 15-minute PHF produces a more detailed analysis as compared to analyzing vehicles per hour. It is unlikely that the PHF would decrease from their current values and would more likely increase. However, in an effort to conduct a conservative analysis and overstate as opposed to understate potential traffic deficiencies, existing PHFs have been used for all analysis scenarios.

California Department of Transportation (Caltrans)
Per the Caltrans Guide for the Preparation of Traffic Impact Studies, the traffic modeling and signal timing optimization software package Synchro (Version 10) has also been utilized to analyze signalized intersections under Caltrans’ jurisdiction, which include interchange to arterial ramps (i.e. I-215 Freeway ramps at Alessandro Boulevard ). (2) Synchro is a macroscopic traffic software program that is based on the signalized intersection capacity analysis as specified in the HCM. Macroscopic level models represent traffic in terms of aggregate measures for each movement at the study intersections. Equations are used to determine measures of effectiveness such as delay and queue length. The level of service and capacity analysis performed by Synchro takes into consideration optimizatio n and coordination of signalized intersections within a network. Signal timing for the freeway arterial-to-ramp intersections have been obtained from Caltrans District 8 and were utilized for the purposes of this analysis.

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
19 2.2.2 UNSIGNALIZED INTERSECTIONS
The City of Riverside , March JPA, City of Moreno Valley , and County of Riverside require the operations of unsignalized intersections be evaluated using the methodology described the HCM. (5) The LOS rating is based on the weighted average control delay expressed in seconds per vehicle (see Table 2-2).

TABLE 2-2: UNSIGNALIZED INTERSECTION LOS DEFINITIONS
Description
Average Control
Delay Per Vehicle
(Seconds)
Level of
Service, V/C
≤ 1.0
Level of
Service, V/C
> 1.0
Little or no delays. 0 to 10.00 A F
Short traffic delays. 10.01 to 15.00 B F
Average traffic delays. 15.01 to 25.00 C F
Long traffic delays. 25.01 to 35.00 D F
Very long traffic delays. 35.01 to 50.00 E F
Extreme traffic delays with intersection capacity exceeded. > 50.00 F F Source: HCM
At two -way or side -street stop- controlled intersections, LOS is calculated for each controlled movement and for the left turn movement from the major street, as well as for the intersection as a whole. For approaches composed of a single lane, the delay is computed as the average of all movements in that lane. For all -way stop controlled intersections, LOS is computed for the intersection as a whole.

2.3 ROADWAY SEGMENT CAPACITY ANALYSIS
Roadway segment operations have been evaluated using the City of Riverside Roadway Capacity provided in the City of Riverside Traffic Impact Analysis Preparation Guide (Exhibit D). (1) The City of Riverside requires LOS D capacities to be maintained on City roadways . The daily roadway segment capacities for each type of roadway are summarized in Table 2 -3. These roadway capacities are “rule of thumb” estimates for planning purposes and are affected by such factors as intersections (spacing, configuration and control features), degree of access control, roadway grades, design geometrics (horizontal and vertical alignment standards), sight distance, vehicle mix (truck and bus traffic), and pedestrian bicycle traffic. As such, where the average daily traffic (ADT) based roadway segment analysis indicates a deficiency (unacceptable LOS), a review of the more detailed peak hour intersection analysis and progression analysis is undertaken. The more detailed peak hour inter section analysis explicitly accounts for factors that affect roadway capacity. Therefore, roadway segment widening is typically only recommended if the peak hour intersection analysis indicates the need for additional through lanes.

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
20 TABLE 2-3: ROADWAY SEGMENT CAPACITY LOS DEFINITIONS1 Facility Type Level of Service Capacity1
C D E
Local 2,500-2,799 2,800-3,099 3,100+
Collector (66’ or 80’) 9,900-11,199 11,200-12,499 12,500+ Arterial 14,400-16,199 16,200-17,999 18,000+
Arterial (88’) 16,800-19,399 19,400-21,199 22,000+
Arterial (100’) 26,200-29,599 29,600-32,999 33,000+
Arterial (120’) 38,700-44,099 44,10-49,499 49,500+
Arterial (144’) 50,600-57,799 57,800-64,999 65,000+
1 Source: Exhibit D of the City of Riverside Traffic Impact Analysis Preparation Guide All capacity exhibits are based on optimum conditions and are intended as guidelines for planning purposes only.

2.4 FREEWAY OFF-RAMP QUEUING ANALYSIS
The study area for this TA includes the freeway-to-arterial interchange of the I -215 Freeway at Alessandro Boulevard off-ramps. Consistent with Caltrans requirements, the 9 5th percentile queuing of vehicles has been assessed at the off- ramps to determi ne potential queuing deficiencies at the freeway ramp intersections on Alessandro Boulevard . Specifically, the queuing analysis is utilized to identify any potential queuing and “spill back” onto the I -215 Freeway mainline from the off-ramps.

2.5 TRAFFIC SIGNAL WARRANT ANALYSIS METHODOLOGY
The term "signal warrants" refers to the list of established criteria used by the California Department of Transportation (Caltrans) and other public agencies to quantitatively justify or ascertain the potential need fo r installation of a traffic signal at an otherwise unsignalized intersection. This TA uses the signal warrant criteria presented in the latest edition of the Caltrans California Manual on Uniform Traffic Control Devices ( CA MUTCD) for all unsignalized study area intersections. (6)
The signal warrant criteria for E xisting study area intersections are based upon several factors, including volume of vehicular and pedestrian traffic, frequency of accidents, and location of school areas. The CA MUTCD indicate that the installation of a traffic signal should be considered if one or more of the signal warrants are met. (6) Specifically, this TA utilizes the Peak Hour Volume-based Warrant 3 as the appropriate representative traffic signal warrant analysis for existing traffic conditions. Warrant 3 is appropriate to use for this TA because it provides specialized warrant criteria for intersections with urban characteristics (e.g. located in communities with populations of more than 10,000 persons or with adjacent major streets operating above 40 miles per hour). For the purposes of this study, the speed limit was the basis for determining whether Urban or Rural warrants were used for a given intersection.

Future unsignalized intersections , that currently do not exist (Project driveways) , have been assessed regarding the potential need for new traffic signals based on future average daily traffic (ADT) volumes, using the Caltrans planning level ADT-based signal warrant analysis worksheets.

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
21 As shown on Table 2 -4, t raffic signal warrant analyses were performed for the following unsignalized study area intersections operating at LOS E or F during the peak weekday conditions wherein the Project is anticipated to contribute the highest trips:

TABLE 2-4: TRAFFIC SIGNAL WARRANT ANALYSIS LOCATIONS
ID Intersection Location Jurisdiction
1 Barton St. & Driveway 1 Riverside
3 Private Driveway & Alessandro Boulevard (currently signalized) Riverside 4 Driveway 2/Vista Grande Dr. & Alessandro Boulevard Riverside The Existing conditions traffic signal warrant analysis is presented in the subsequent section, Section 3 Area Conditions of this report. The traffic signal warrant analyses for future conditions are presented in Section 5 E+P Traffic Analysis, Section 6 Opening Year Cumulative (2023) Traffic Analysis, and Section 7 Horizon Year (2040) Traffic Analysis of this report.

It is important to note that a signal warrant defines the minimum condition under which the installation of a traffic signal might be warranted. Meeting this condition does not require that a traffic control signal be installed at a particular location, but rather, that other traffic factors and conditions be evaluated in order to determine whether the signal is truly justified. It should also be noted that signal warrants do not necessarily correlate with LOS . An intersection may satisfy a signal warrant condition and operate at or above acceptable LOS or operate below acceptable LOS and not meet a signal warrant.

2.6 MINIMUM LEVEL OF SERVICE (LOS)
The definition of an intersection deficiency has been obtained from each of the applicable surrounding jurisdictions.

2.6.1 CITY OF RIVERSIDE
The City of Riverside General Plan states the City will strive to maintain LOS D or better on arterial streets wherever possible. At some key locations, such as City arterial roadways, which are used as freeway bypass by regional through traffic and at he avily traveled freeway intersections, LOS E may be acceptable as determined on a case-by-case basis. Locations that may warrant the LOS E standard include portions of Arlington Avenue/Alessandro Boulevard, Van Buren Boulevard throughout the City, portions of La Sierra Avenue, and selected freeway interchanges. A higher standard, such as LOS C or better, may be adopted for Local and Collector streets in residential areas. The City recognizes that along key free-way feeder segments during peak commute hours, LOS F may be expected due to regional travel patterns. A minimum LOS utilized for the purposes of this analysis is LOS D.

2.6.2 M

ARCH JOINT POWERS AUTHORITY
As identified in the City of Riverside Traffic Impact Study Preparation Guide (August 3 , 2011) all intersections within the City of Riverside Planning Area shall operate at LOS D or better with limiting circumstances of LOS E to occur. LOS E may also be allowed to the extent that would Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
22 support transit- oriented development (TOD) and walkable communities. (7) LOS E is also acceptable during peak hours at interchange ramp intersections where ramp metering occurs.

The Project is not proposed to be a TOD and neithe r the Alessandro Boulevard on -ramps are currently metered; as such, the minimum LOS utilized for the purposes of this analysis is LOS D.

2.6.3 CITY OF MORENO VALLEY
The Minimum LOS for the City of Moreno Valley is LOS D for intersections that are adjacent to freeway on/off ramps, and/or adjacent to employment generating land uses. LOS C is applicable to all other intersections. Boundary intersections are assumed to be LOS D.

2.6.4 COUNTY OF RIVERSIDE
County of Riverside General Plan Policy C 2.1 states that the following minimum target levels of service have been designated for the review of development proposals in the unincorporated areas of Riverside County:
• LOS C shall apply to all development proposals in any area of the Riverside County not located within the boundaries of an Area Plan, as well those areas located within the following Area Plans: REMAP, Eastern Coachella Valley, Desert Center, Palo Verde Valley, and those non- Community Development areas of the Elsinore, Lake Mathews/Woodcrest, Mead Valley and Temescal Canyon Area Plans. • LOS D shall apply to all development proposals located within any of the following Area Plans: Eastvale, Jurupa, Highgrove, Reche Canyon/Badlands, Lakeview/Nuevo, Sun City/Menifee Valley, Harvest Valley/Winche ster, Southwest Area, The Pass, San Jacinto Valley, Western Coachella Valley and those Community Development Areas of the Elsinore, Lake Mathews/Woodcrest, Mead Valley and Temescal Canyon Area Plans. LOS E may be allowed by the Board of Supervisors within designated areas where transit - oriented development and walkable communities are proposed.

Notwithstanding the forgoing minimum LOS targets, the Board of Supervisors may, on occasion by virtue of their discretionary powers, approve a project that fails to meet these LOS targets in order to balance congestion management considerations in relation to benefits, environmental deficiencies and costs, provided an Environmental Impact Report, or equivalent, has been completed to fully evaluate the impacts of such approval. Any such approval must incorporate all feasible improvements, make specific findings to support the decision, and adopt a statement of overriding considerations.

2.6.5 C

ALTRANS
Based on recent guidance from Caltrans District 8, the LOS for operating State highway facilities is based on Measures of Effectiveness (MOE) identified in the Highway Capacity Manual (HCM).

Caltrans endeavors to maintain a target LOS at the transition between LOS C and LOS D on State highway facilities; however, Caltrans acknowledges that this may not always be feasible and recommends that the lead agency consult with Caltrans to determine the appropriate target LOS.

If an existing State highway facility is operating at less than this target LOS< the existing MOE should be maintained. In genera l, the region -wide goal for an acceptable LOS on all freeways, Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
23 roadways segments, and intersections is D. For undeveloped or not densely developed locations, the goal may be to achieve LOS C.

2.7 DEFICIENCY CRITERIA
This section ou tlines the methodology used in this analysis related to identifying ci rculation system deficiencies.

2.7.1 INTERSECTIONS
Direct deficiencies are those deficiencies for which the addition of project-only trips result in an identifiable degradation in LOS to unacceptable LOS on intersections from the Existing condition thereby triggering the need for specific project- related improvement strategies through a comparison of Existing and E+P traffic conditions.

For the study area intersections that lie within the City of Riverside, to determine whether the addition of Project traffic (as defined through the comparison of Existing traffic conditions to E+P traffic conditio ns) at a study intersection would result in a direct project -specific traffic deficiency, the following will be utilized:
• When the pre -Project condition is at or better than LOS D (i.e., acceptable LOS), and project-generated traffic, as measured by 50 or more peak hour trips, causes deterioration below LOS D (i.e., unacceptable LOS) or increases to the peak hour delay as defined in Table 2-5, a deficiency is deemed to occur.

TABLE 2-5: DEFICIENCY CRITERIA
Pre-Project LOS Project-Related Delay Increase Improvement A/B 10.0 Seconds or More Achieve Pre-project delay or better C 8.0 Seconds or More Achieve Pre-project delay or better D 5.0 Seconds or More Achieve Pre-project delay or better E 2.0 Seconds or More Achieve Pre-project delay or better F 1.0 Second or More Achieve Pre-project delay or better For the study area intersections that lie within March JPA, to determine whether the addition of project traffic (as defined through the comparison of Existing to E+P traffic conditions) at a study intersection would result in a direct project -specific traffic deficiency, both of the following conditions must occur:
• Peak hour project traffic plus existing traffic causes an intersection to operate at LOS E or F; and
• Peak hour project traffic comprises 2% or more of the total peak hour traffic on the intersection for LOS E and 2% or more for LOS F.

For the study area intersections that lie within the County of Riverside, to determine whether the addition of project traffic (as defined through the comparison of Existing traffic conditions to E+P Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
24 traffic conditions) at a study intersection would result in a direct project- specific traffic deficiency, the following will be utilized:
• When the pre -Project condition is at or better than LOS D (i.e., acceptable LOS), and project-generated traffic, as measured by 50 or more peak hour trips, causes deterioration below LOS D/LOS E (i.e., unacceptable LOS), a deficiency is deemed to occur.

The City of Moreno Valley does not have its own deficiency criteria, therefore, study intersections that lie within the City of Moreno Valley are evaluated according to either March JPA or County of Riverside deficiency criteria.

However, when the pre -Project condition is already below LOS D (i.e., unacceptable LOS), the Project will be responsible for improving its deficiency to a level of service equal to or better than it was without the Project for intersections that receive 50 or more peak hour project- related trips. This is a standard protocol in many urban jurisdictions because to require a Project to improve to LOS D or better would in effect force the Project to improve beyond its Project deficiencies, which is prohibited under California law. Thus, for intersections currently operating at unacceptable LOS during either the AM and/or PM peak hour under Existing traffic conditions, improvements have been identified to improve the deficiencies of the Project to an intersection LOS that is equal to or better than pre-Project conditions.

Cumulative traffic deficiencies are created as a result of a combination of the proposed Project together with other future developments contributing to the overall traffic deficiencies requiring additional improvements to maintain acceptable level of service operations with or withou t the Project. A Project’s contribution to a cumulative deficiency can be improved if the Project is required to implement or fund its fair share of improvements designed to alleviate its cumulatively considerable contribution to the deficiency.

2.7.2 CALTRANS FACILITIES
To determine that the addition of project traffic to the SHS freeway segments would result in a deficiency, both of the following must be found:
• The traffic study finds that the LOS of a segment will degrade from D or better to E or F. • The traffic study finds that the project will exacerbate an already deficient condition by contributing 50 or more peak hour trips. A segment that is operating at or near capacity is deemed to be deficient.

2.8 SB 743 REQUIREMENTS
In the fall of 2013, Senate Bill 743 (SB 743) was passed by the legislature and signed into law by the governor. This legislation will eventually change the way that transportation studies are conducted for environmental documents. In the areas where SB 743 is implemented, delay- based metrics such as roadway capacity and level of service will no longer be the performance measures used for the determination of the transportation deficiencies of projects in studies conducted under California Environmental Quality Act (CEQA) . Instead, new performance Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
25 measures such as vehicle miles travelled (VMT) will be used. The VMT analysis will be provided under a separate cover.

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
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Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
27 3 AREA CONDITIONS
This section provides a summary of the existing circulation network, the City of Riverside General Plan Circulation Network, and a review of existing peak hour intersection operations , roadway segment capacities, and traffic signal warrant analyses.

3.1 EXISTING CIRCULATION NETWORK
Pursuant to the agreement with City of Riverside staff (Appendix 1.1), the study area includes a total of 8 existing and future intersections as shown previously on Exhibit 1 -2. Exhibit 3 -1 illustrates the study area intersections located near the proposed Project and identifies the number of through traffic lanes for existing roadways and intersection traffic controls.

3.2 GENERAL PLAN CIRCULATION ELEMENT
As noted previously, the Project site is located within the City of Riverside. However, the study area includes intersections that share borders with the neighboring jurisdictions of the County of Riverside, the March JPA, the City of Moreno Valley, and Caltrans.

3.2.1 CITY OF RIVERSIDE
The roadway classifications and planned (ultimate) roadway cross -sections of the major roadways within the study area, as identified on the City of Riverside General Plan Circulation Element, are shown on Exhibit 3 -2. Exhibit 3 -3 illustrates the City of Ri verside G eneral Plan roadway cross-sections.

3.2.2 COUNTY OF RIVERSIDE
The roadway classifications and planned (ultimate) roadway cross -sections of the major roadways within the study area, as identified on the County of Riverside General Plan Circulation Element, are shown on Exhibit 3 -4. Exhibit 3-5 illustrates the County of Riverside G eneral Plan roadway cross-sections.

3.2.3 MARCH JPA
The roadway classifications and planned (ultimate) roadway cross -sections of the major roadways within the study are a, as identified on the City of Riverside General Plan Circulation Element, are described subsequently. Exhibit 3 -6 shows the City of Riverside General Plan Circulation Element, and Exhibit 3-7 illustrates the City of Riverside General Plan roadway cross- sections. It is our understanding that the City of Riverside is currently undergoing a General Plan Update, however, the work effort associated with the General Plan Update had not been completed at the time this TA was prepared. JPA Resolution 16 -05 had minor amendments to General Plan Transportation Element. The roadway system and cross -sections from Meridian General Plan Amendment (JPA#16-05) are shown on Exhibit 3-7.A.

SYCAMOREALESSANDRO BL.

BARTON ST.

CYN. BL.

SANGORGONIO DR.

RIVERSIDE

RIVERSIDECOUINTY
MORENO VALLEY3 5 6 8
VISTA GRANDE DR.

DWY. 1
DWY. 2 7SITE4DRIVEWAYPRIVATE2
N12014 - icon-a.dwg
Sycamore Hills Distribution Center Traffic Operations Analysis URBAN
= TRAFFIC SIGNAL= NUMBER OF LANES= STOP SIGN= DIVIDED= UNDIVIDEDDU4LEGEND:
= RIGHT TURN OVERLAPRTO= DEFACTO RIGHT TURNDEF= SPEED LIMIT (MPH)1237 2 3 4
5 Barton St. &Alessandro Bl.Private Driveway &Alessandro Bl.Dwy. 2 &Alessandro Bl.

San Gorgonio Dr. &Alessandro Bl.Sycamore Canyon Bl./Meridian Pkwy. &Alessandro Bl.6 7I-215 SB Ramps &Alessandro Bl.8I-215 NB Ramps &Alessandro Bl.

SDEFDEF

SRTORTOSS
S
DEF 2U6D 6D 5D6D2U123;123= 123=
2U2U1237 4D123;
SDEF
DEF
EXHIBIT 3-1: EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROLS 234 5 6781
1 Barton St. &Dwy. 1FutureIntersection

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
36 3.2.4 CITY OF MORENO VALLEY
The roadway classifications and planned (ultimate) roadway cross -sections of the major roadways within the study area, as identified on the City of Moreno Valley General Plan Circulation Element, are shown on Exhibit 3 -8.Exhibit 3-9 illustrates the City of Moreno Valley General Plan roadway cross-sections.

3.3 TRUCK ROUTES
While the City of Riverside’s General Plan recognizes the trucking industry and the importance of the region’s role in the movement of goods, there are no truck routes defined within the City.

The March JPA designated truck route map is shown on Exhibit 3 -10. The I -215 Freeway, Alessandro Boulevard (west of the I-215 Freeway) is identified as designated truck routes.

3.4 TRANSIT SERVICE
The study area within the City of Riverside and the surrounding County of Riverside and City of Moreno Valley are currently served by th e Riverside Transit Authority (RTA), a public transit agency serving various jurisdictions within Riverside County . The existing bus routes provided within the area by RTA are shown on Exhibit 3-11. RTA Routes 20 and 26 could potentially serve the Project as it currently operates along Alessandro Boulevard to the south of the Project site.

Transit service is reviewed and updated by RTA periodically to address ridership, budget and community demand needs. Changes in land use can affect these periodic adjustments which may lead to either enhanced or reduced service where appropriate.

It should also be noted that the Moreno Valley/March Field Metrolink Station is located on Meridian Parkway.

3.5 BICYCLE & PEDESTRIAN FACILITIES
Field observations conducted in October 2018 indicate nominal pedestrian and bicycle activity within the study area. Existing pedestrian facilities within the study area are shown on Exhibit 3-

12. There are currently Class II bike lanes along Alessan dro Boulevard and Meridian Parkway within the study area. Class II bikeways are bike lanes which are established adjacent to traffic lanes and shared the same roadway. Existing sidewalks are currently in place along the Alessandro Boulevard on the north and south side of the street.

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
42 3.6 EXISTING (2018) TRAFFIC COUNTS
The intersection LOS analysis is based on the traffic volumes observed during the peak hour conditions using traffic count data collected in October 2018 plus an ambient growth rate of 2% to account for area growth. Consistent with standard traffic engineering practice, these traffic counts were conducted either on Tuesday, Wednesday, or Thursday due to potential fluctuations in traffic that typicall y occur on Mondays, Fridays, Holidays, or weekends. The following peak hours were selected for analysis:
• Weekday AM Peak Hour (peak hour between 7:00 AM and 9:00 AM) • Weekday PM Peak Hour (peak hour between 4:00 PM and 6:00 PM) The weekday AM and weekday P M peak hour count data is representative of typical weekday peak hour traffic conditions in the study area. There were no observations made in the field that would indicate atypical traffic conditions on the count dates, such as construction activity or detour routes, and near-by schools were in session and operating on normal schedules. The raw manual peak hour turning movement traffic count data sheets are included in Appendix 3.1.

These raw turning volumes have been flow conserved between intersections with limited access, no access and where there are currently no uses generating traffic (e.g., between ramp- to- arterial intersections, etc.). The traffic counts collected in October 2018 include the vehicle classifications as shown below:
• Passenger Cars
• 2-Axle Trucks
• 3-Axle Trucks
• 4 or More Axle Trucks
To represent the impact large trucks, buses , and recreational vehicles have on traffic flow , all trucks were converted into PCEs. By their size alone, these vehicles occupy the same space as two or more passenger cars. In addition, the time it takes for them to accelerate and slow down is also much longer than for passenger cars, and varies dep ending on the type of vehicle and number of axles. For the purpose of this analysis, a PCE factor of 1.5 has been applied to 2 -axle trucks, 2.0 for 3-axle trucks and 3.0 for 4+-axle trucks to estimate each turning movement. These factors are consistent with the values recommended for use in the San Bernardino County CMP and are in excess of the factor recommended for use in the County of Riverside traffic study guidelines. (8)
Existing weekday average daily traffic (ADT) volumes on arterial highways throughout the study area are shown on Exhibit 3-13. Where actual 24-hour tube count data was not available, Existing ADT volumes were based upon factored intersection peak hour counts collected by Urban Crossroads, Inc. using the following formula for each intersection leg:

Weekday PM Peak Hour (Approach Volume + Exit Volume) x 9.17 = Leg Volume

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
44 A comparison of the PM peak hour and daily traffic volumes of various roadway segments within the study area indicated that the peak- to-daily relationship is approximately 10.91 percent. As such, the above equation utilizing a factor of 9.17 estimates the ADT volumes on the study area roadway segments assuming a peak -to-daily relationship of approximately 10.91 percent (i.e., 1/0.01091 = 9.17) and was assumed to sufficiently estimate average daily traffic (ADT) volumes for planning -level analyses. Existin g weekday AM and weekday PM peak hour intersection volumes are shown on Exhibit 3-13.

3.7 INTERSECTION OPERATIONS ANALYSIS
Existing (2019) peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2.2 Intersection Capacity Analysis of this report. The intersection operations analysis results are summarized in Table 3 -1 which indicates that the Existing study area intersections are all currently operating at acceptable LOS during the peak hours, with the exception of the following locations:
• Driveway 2/Vista Grande Dr. & Alessandro Bl. (#4) – LOS F AM and PM peak hours • Sycamore Canyon Bl. & Alessandro Bl. (#6) – LOS F AM and PM peak hours Consistent with Table 3 -1, a summary of the peak hour intersection LOS for Existing conditions are shown on Exhibit 3 -14. The intersection operations analysis worksheets are included in Appendix 3.2 of this TA.

3.8 TRAFFIC SIGNAL WARRANTS ANALYSIS
Traffic signal warrants for Existing traffic conditions are based on existing peak hour intersection turning volumes. No study area intersections currently warrant a traffic signal for Existing traffic conditions. The traffic signal warrant analysis worksheets are included in Appendix 3.3 of this TA.

3.9 ROADWAY SEGMENT CAPACITY ANALYSIS
As noted previously, the City of Riverside stated roadway segment capacities are approximate figures only and are used at the General Plan level to assist in determining the roadway functional classification (number of through lanes) needed to meet future traffic demand.

Table 3-2 provides a summary of the E+P conditions roadway segment capacity analysis based on the City of Riverside Traffic Impact Analysis Preparation Guide (Exhibit D) identified previously on Table 2-3. As shown on Table 3 -2, all roadway segments that are anticipated to operate at an acceptable LOS under Existing (2019) traffic conditions (e.g., LOS D or better).

Table 3‐1
Delay2 Level of
Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control 3 L T R L T R L T R L T R AM PM AM PM 1 Barton St. & Driveway 1 Riverside
2 Barton St. & Alessandro Bl. TS 0 1 d 0 1 d 13013d 40.8 36.8 D D Riverside 3 Private Driveway & Alessandro Bl. TS 010010130130 2 . 4 3 . 8 AA Riverside 4 Driveway 2/Vista Grande Dr. & Alessandro Bl. CSS 0 1 d 000030130 77.3 >100.0 F F Riverside 5 San Gorgonio Dr. & Alessandro Bl. TS 00020 1 > > 130031 8 . 1 8 . 3 AA Riverside/JPA 6 Sycamore Canyon Bl. & Alessandro Bl. TS 2 2 2> 221131231 72.3 48.5 E D Riverside/JPA 7 I‐215 SB Ramps & Alessandro Bl. TS 000111030030 6 . 2 9 . 4 AA Caltrans/Riverside/County 8 I‐215 NB Ramps & Alessandro Bl. TS 11100013003d 20.2 20.4 C C Caltrans/Riverside/County * BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2
3 CSS = Cross‐street Stop; TS = Traffic Signal
When a right turn is designated, the lane can either be striped or unstriped.  To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.

L  =  Left;  T  =  Through;  R  =  Right; > = Right‐Turn Overlap Phasing;  >> = Free‐Right Turn Lane; d= Defacto Right Turn Lane Per the Highway Capacity Manual 6th Edition, overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control.  For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.

Future Intersection
Intersection Analysis for Existing (2019) Conditions
Intersection Approach Lanes1
Jurisdiction

Table 3‐2
Roadway LOS Existing Acceptable
# Roadway Segment Limits Section Capacity1 (2019) LOS
1 Barton St. to Private Driveway 6D 49,500 37,331 0.75 C D 2 Private Driveway to Vista Grande Dr. 6D 49,500 38,724 0.78 C D 3 Vista Grande Dr. to San Gorgonio Dr. 6D 49,500 40,640 0.82 D D 4 San Gorgonio Dr. to Sycamore Canyon Bl. 6D 49,500 40,796 0.82 D D 5 Sycamore Canyon Bl. to I‐215 SB Ramps 6D 49,500 32,950 0.67 B D 6 I‐215 SB Ramps to I‐215 NB Ramps 6D 49,500 29,467 0.60 A D 2  V/C = Volume to Capacity ratio
3  LOS = Level of Service
Alessandro Bl.
1 These maximum roadway capacities have been extracted from the following source: City of Riverside Traffic Impact Analysis Preparation Guide (Exhibit D) for each applicable roadway type.  These roadway capacities are "rule of thumb" estimates for planning purposes.  The LOS "E" service volumes are estimated maximum daily capacity for respective classifications.  Capacity is affected by such factors as intersections (spacing, configuration and control features), degree of access control, roadway grades, design geometrics (horizontal and vertical alignment standards), sight distance, vehicle mix (truck and bus traffic) and pedestrian and bicycle traffic.

Roadway Segment Analysis for Existing (2019) Conditions V/C2 LOS3

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
48 3.10 OFF-RAMP QUEUING ANALYSIS
A queuing analysis was performed for the off- ramps at the I -215 Freeway at Alessandro Boulevard interchange to assess vehicle queues for the off ramps that may potentially result in deficient peak hour operations at the ramp -to-arterial intersections and may potentially “spill back” onto the I-215 Freeway mainline. Queuing analysis findings are presented in Table 3-3. It is important to note that off- ramp lengths are consistent with the measured distance between the intersection and the freeway mainline. As shown on Table 3-3, there are no existing queuing issues. Worksheets for Existing traffic conditions off- ramp queuing analysis are provided in Appendix 3.4.

Table 3‐3
Available Stacking
Intersection Movement Distance  (Feet) AM PM
I‐215 SB Ramps / Alessandro Bl. SBL 525 166 167 Yes Yes SBL/R 1,54 0 147 146 Yes Yes
SBR 525 137 138 Yes Yes
I‐215 NB Ramps / Alessandro Bl. NBL 450 400 2 267 Yes Yes NBL/T/R 1,345 327 283 Yes Yes
NBR 450 88 183 Yes Yes
3 Maximum queue length for the approach reported.
1  Stacking Distance is acceptable if the required stacking distance is less than or equal to the stacking distance provided.  An additional 15 feet of stacking which is assumed to be provided in the transition for turn pockets is reflected in the stacking distance shown in this table, where applicable. 2 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Peak Hour Freeway Off‐Ramp Queuing Summary for Existing (2019) Conditions 95th Percentile Queue (Feet)3 Acceptable? 1
AM Peak Hour PM  Peak Hour

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
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Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
51 4 PROJECTED FUTURE TRAFFIC
This section presents the traffic volumes estimated to be generated by the Project, as well as the Project’s trip assignment onto the study area roadway network. The proposed Project is to consist of 603,100 square feet of High-Cube Transload Short-Term Warehouse use between two buildings.

The Project site plan proposes access along Barton Street via Driveway 1 and Alessandro Boulevard via Driveway 2. Both driveways are assumed to allow full-access turning movements.

Regional access to the project site is provided via the I -215 Freeway at Alessandro Boulevard interchange.

4.1 PROJECT TRIP GENERATION
Trip generation represents the amount of traffic that is attracted and produced by a development, and is based upon the specific land uses planned for a given project. Trip generation rates (actual vehicles) for the Project are shown in Table 4-1 and trip generation rates (PCE) for the Project are shown in Table 4 -2 illustrating daily and peak hour trip generation estimates based on the Institute of Transportation Engineers (ITE) Trip Generation Manual , 10th Edition, 2017, for High-Cube Transload and Short- Term Storage Warehouse (ITE Land Use Code 154). (3)
Data regarding the truck percentage and vehicle mix has been obtained from High Cube Warehouse Vehicle Trip Generation Analysis (October 2016) . (9) The High Cube Warehouse Vehicle Trip Generation Analysis provides vehicle mix for Short-Term Storage, Transload & Non- Cold Storage, which consists of 32.2% trucks for daily trips, 30.8% trucks for AM peak hour trips and 21.7% trucks for PM peak hour trips. The South Coast Air Quality Management District’s (SCAQMD) recommended truck mix, by axle type for high-cube warehouses has been utilized for the 2-axle, 3-axle, and 4+-axle trucks.

The trip generation rates used for this analysis are based upon information collected by the Institute of Transportation Engineers (ITE) as provided in their Trip Generation manual, 10th Edition, 201 7. For purposes of this analysis, ITE land use code 154 (High-Cube Warehouse/Distribution Center) have been used to derive site specific trip generation estimates.

As noted on Table s 4-1 and 4-2, refinements to the raw trip generation estimates have been made to provide a more detailed breakdown of trips by vehicle mix. Total vehicle mix percentages were also obtained from the ITE Trip Generation manual in conjunction with the South Coast Air Quality Management District’s (SCAQMD) recommended truck mix, by axle type . Finally, PCE factors were applied to the trip generation rates for heavy trucks (large 2-axles, 3-axles, 4+-axles).

PCEs allow the typical “real- world” mix of vehicle types to be represented as a single, standardized unit, such as the passenger car, to be used for the purposes of capacity and level of service analyses. The PCE factors are consistent with the recommended PCE factors in Appendix “B” of the San Bernardino County Conges tion Management Program (CMP), 20 16 Update. Trip generation rates with PCE factors are also shown on Table 4-2.

Table 4‐1
ITE LU AM  Peak Hour PM  Peak Hour
Land Use1 Code Units2 In Out Total In Out Total
High‐Cube Transload Short‐Term Warehouse
without Cold Storage3,4,5 154 TSF 0.062 0.018 0.080 0.028 0.072 0.100 1.400

0.043 0.013 0.056 0.022 0.056 0.078 0.949

0.003 0.001 0.004 0.001 0.003 0.004 0.076

0.004 0.001 0.005 0.001 0.003 0.004 0.093

0.012 0.003 0.015 0.004 0.010 0.014 0.282
AM Peak Hour PM  Peak Hour
Units
2 In Out Total In Out Total
High‐Cube Transload Short‐Term Warehouse
without Cold Storage 603.100 TSF
Passenger Cars:  2 6 8 3 41 43 44 8 5 7 3
Truck Trips:
2‐axle:  213123 4 6
3‐axle:  314123 5 7
4+‐axle:  8 2 10 3 7 10 171
13 4 17 5 11 16 274
39 12 51 19 45 64 847
1  Trip Generation Source:  Institute of Transportation Engineers (ITE), Trip Generation Manual, Tenth Edition (2017). 2  TSF = thousand square feet
3  Vehicle Mix Source:  Institute of Transportation Engineers (ITE), Trip Generation Handbook, Third Edition (September 2017). 4   Vehicle Mix Source:   Institute of Transportation Engineers (ITE), High‐Cube Warehouse Vehicle Trip Generation Analysis (October 2016). 5   Truck Mix Source:  SCAQMD Warehouse Truck Trip Study Data Results and Usage (2014).

Normalized % ‐ Without Cold Storage:

16.7% 2‐Axle trucks, 20.7% 3‐Axle trucks, 62.6% 4‐Axle trucks 6  TOTAL TRIPS (Actual Vehicles) = Passenger Cars + Truck Trips (Actual Trucks). 4‐Axle+ Trucks (19.28% AM, 13.59% PM, 20.16% Daily)
Project Trip Generation
3‐Axle Trucks (6.38% AM, 4.49% PM, 6.66% Daily)
Project Trip Generation Summary (Actual Vehicles)
Project Trip Generation Rates
Daily
Passenger Cars (69.2% AM, 78.3% PM, 67.8% Daily)
2‐Axle Trucks (5.14% AM, 3.62% PM, 5.38% Daily)
‐ Total Truck Trips (Actual Vehicles)
TOTAL TRIPS (Actual Vehicles) 6
Project Quantity Daily

Table 4‐2
ITE LU AM  Peak Hour PM  Peak Hour
Land Use1 Code Units2 In Out Total In Out Total
High‐Cube Transload Short‐Term Warehouse
without Cold Storage3,4,5 154 TSF 0.062 0.018 0.080 0.028 0.072 0.100 1.400

0.043 0.013 0.056 0.022 0.056 0.078 0.949

0.005 0.002 0.007 0.002 0.005 0.007 0.114

0.008 0.002 0.010 0.002 0.006 0.008 0.186

0.036 0.009 0.045 0.012 0.030 0.042 0.846
AM Peak Hour PM  Peak Hour
Units
2 In Out Total In Out Total
High‐Cube Transload Short‐Term Warehouse
without Cold Storage 603.100 TSF
Passenger Cars:  2 6 8 3 41 43 44 8 5 7 3
Truck Trips6:
2‐axle (PCE=1.5):  426246 6 9
3‐axle (PCE=2.0):  527246 1 1 3
4+‐axle (PCE=3.0):  22 6 28 8 19 27 511
31 10 41 13 28 39 693
57 18 75 27 62 87 1,266
1  Trip Generation Source:  Institute of Transportation Engineers (ITE), Trip Generation Manual, Tenth Edition (2017). 2  TSF = thousand square feet
3  Vehicle Mix Source:  Institute of Transportation Engineers (ITE), Trip Generation Handbook, Third Edition (September 2017). 4   Vehicle Mix Source:   Institute of Transportation Engineers (ITE), High‐Cube Warehouse Vehicle Trip Generation Analysis (October 2016). 5   Truck Mix Source:  SCAQMD Warehouse Truck Trip Study Data Results and Usage (2014).

Normalized % ‐ Without Cold Storage:

16.7% 2‐Axle trucks, 20.7% 3‐Axle trucks, 62.6% 4‐Axle trucks 6  PCE rates are per San Bernardino County Transportation Authority (SBCTA). 7  TOTAL TRIPS (PCE) = Passenger Cars + Truck Trips (PCE).

TOTAL TRIPS (PCE) 7
4‐Axle+ Trucks (19.28% AM, 13.59% PM, 20.16% Daily)
Project Trip Generation Summary (PCE)
Project Trip Generation Rates
Daily
Passenger Cars (69.2% AM, 78.3% PM, 67.8% Daily)
2‐Axle Trucks (5.14% AM, 3.62% PM, 5.38% Daily)
3‐Axle Trucks (6.38% AM, 4.49% PM, 6.66% Daily)
Project Trip Generation
Project Quantity Daily
‐ Total Truck Trips (PCE)

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
54 As shown on Table 4-2, the proposed Project is anticipated to generate a total of 1,266 PCE trip- ends per day with 75 PCE AM peak hour trips and 87 PCE PM peak hour trips. For comparison, the proposed Project is anticipated to generate a total of 847 actual vehicle trip-ends per day with 51 actual vehicle AM peak hour trips and 64 actual vehicle PM peak hour trips (as shown on Table 4-1).

4.2 PROJECT TRIP DISTRIBUTION
The Project trip distribution and assignment process represents the directional orientation of traffic to and from the Project site. The trip distribution pattern of passenger cars is heavily influenced by the geographical location of the site, the location of surrounding land uses, and the proximity to the regional freeway system. The trip distribution pattern for truck traffic is also influenced by the local truck routes approved by the City of Riverside, March JPA, City of Moreno Valley, and Caltrans. Given these differences, separate trip distributions were generated for both passenger cars and truck trips. Exhibit 4-1 illustrates the trip distribution patterns for passenger cars. Exhibits 4-2 illustrates the truck trip distribution patterns.

4.3 MODAL SPLIT
The potential for Project trips (non- truck) to be reduced by the use of public transit, walking or bicycling have not been included as part of the Project’s estimated trip generation. Essentially, the Project’s traffic projections are "conserv ative" in that these alternative travel modes would reduce the forecasted traffic volumes (non-truck trips only or employee trips).

4.4 PROJECT TRIP ASSIGNMENT
The assignment of traffic from the Project area to the adjoining roadway system is based upon the Project trip generation, trip distribution, and the arterial highway and local street system improvements that would be in place by the time of initial occupa ncy of the Project. Based on the identified Project traffic generation and trip distribution patterns, Project ADT and peak hour intersection turning movement volumes are shown on Exhibit 4-3.

SYCAMOREALESSANDRO BL.

BARTON ST.

CYN. BL.

SANGORGONIO DR.

VISTA GRANDE DR.

DWY. 1
DWY. 2RIVERSIDE

RIVERSIDECOUINTYMORENO VALLEY
MISSION GROVE PKWY.

N12014 - trip-a.dwg URBAN
Sycamore Hills Distribution Center Traffic Operations Analysis INTERSTATE215
LEGEND:10= PERCENT TO/FROM PROJECT
20 5 3015
30 80
33 67
6 1427155
EXHIBIT 4-1: PROJECT (PASSENGER CAR) TRIP DISTRIBUTION
SYCAMOREALESSANDRO BL.

BARTON ST.

CYN. BL.

SANGORGONIO DR.

VISTA GRANDE DR.

DWY. 1
DWY. 2RIVERSIDE

RIVERSIDECOUINTYMORENO VALLEY
N12014 - trip-a.dwg URBAN
Sycamore Hills Distribution Center Traffic Operations Analysis INTERSTATE215
LEGEND:10= PERCENT TO/FROM PROJECT
40 60
100
33 67
EXHIBIT 4-2: PROJECT (TRUCK) TRIP DISTRIBUTION
SYCAMOREALESSANDRO BL.

BARTON ST.

CYN. BL.

SANGORGONIO DR.

RIVERSIDE

RIVERSIDECOUINTY

MORENO VALLEY
3 5 6 8
VISTA GRANDE DR.

DWY. 1
DWY. 2 74DRIVEWAYPRIVATE2
INTERSTATE215
1 N12014 - vols_.dwg
Sycamore Hills Distribution Center Traffic Operations Analysis URBAN
2 3 4 5 Barton St. &Alessandro Bl.Private Driveway &Alessandro Bl.Dwy. 2 &Alessandro Bl.San Gorgonio Dr. &Alessandro Bl.

Sycamore Canyon Bl./Meridian Pkwy. &Alessandro Bl.6 7I-215 SB Ramps &Alessandro Bl.8I-215 NB Ramps &Alessandro Bl.

EXHIBIT 4-3: PROJECT ONLY TRAFFIC VOLUMES (IN PCE)
0(0)0(0)0(0)5(18)0(0)0(2)2(1)4(2)0(0)0(0)1(5)17(8)
0(0)0(0)0(0)0(0)0(0)0(0)0(0)9(20)0(0)0(0)18(13)0(0)
1(1)0(0)0(0)0(0)0(0)0(0)0(0)16(53)0(2)0(0)51(24)0(0)
0(0)0(0)0(0)16(55)52(24)0(0)
0(0)26(12)10(32)6(21)24(12)0(0)
20(9)0(0)0(0)8(27)1(5)4(2)0(0)
0(0)0(0)0(0)11(37)0(0)1(5)4(2)5(18)0(0)0(0)17(8)35(16)

0.40.10.50.51.20.9 1.2 0.10.6NOM1.11.20.20.30.30.2
1 Barton St. &Dwy. 10(0)19(9)0(0)0(0)6(20)0(0)

0.4 = VEHICLES PER DAY (1000'S)LEGEND:10.0= AM(PM) PEAK HOUR INTERSECTION VOLUMES10(10) Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
58 4.5 BACKGROUND TRAFFIC
To account for growth in traffic between Existing conditions (2019) and the Project Opening Year Cumulative (2023), a compounded annual traffic growth rate of 2 .0 percent was assumed (8.24 percent aggregate growth in background traffic for the period between 2019 and 2023). The 2.0 percent annual growth rate is intended to capture non-specific ambient traffic growth.

In context, the TA’s assumed 2 .0 percent compounded annual growth rate is considered a reasonable approximation of future traffic growth when compared to demographic projections reflected in other local and regional growth modeling efforts. More specifically, the Southern California Association of Governments (SCAG) 2016 —2040 Regional Transportation Plan/Sustainable Communities Strategy (RTP/SCS) growth forecasts for the unincorporated County of Riverside assume the County population to increase from 359,000 in 2012 to 499,200 by the year 2040, or an approximate 1.18 percent growth rate compounded annually. The RTP/SCS assumed growth in households over the same 28- year period reflects an increase from 112,300 households to 162,900 households; a rate of 1.34 percent compounded annually. At the upper end of assumed RTP/SCS growth rates, employment over the same 28- year period is projected to increase from 70,500 jobs to 156,600 jobs; a rate of approximately 2.89 percent compounded annually. (10) The 2.0 percent compounded annual traffic growth rate used in the TA reflects the fact that not all persons comprising population growth, household growth, or employment growth would translate on a one -to-one basis as a new vehicle trip in the region; and establishes a judicious midrange estimate lying between the RTP/SCS assumed regional population growth rate ( 1.18 percent) and the RTP/SCS assumed regional employment growth rate (2.89 percent).

Conservatively, the TA estimates of area traffic growth then add traffic generated by other known or probable related projects defined in Section 4.6 Cumulative Development Traffic . These related projects are at least in part already accounted for in the assumed annual 2 .0 percent ambient growth in traffic noted above; and in some instances, these related projects would likely not be implemented and functional within the 2023 Opening Year Cumulative time frame assumed for the Project. The resulting traffic growth rate used in the TA (2.0 percent annual ambient growth plus traffic generated by related projects) would therefore tend to overstate rather than understate background cumulative traffic deficiencies under 2023 conditions.

4.6 CUMULATIVE DEVELOPMENT TRAFFIC
California Environmental Quality Act (CEQA) guidelines require that other reasonably foreseeable development projects which are either approved or being processed concurrently in the study area also be included as part of a cumulative analysis scenario. A cumulative project list was developed for the purposes of this analysis through consultation with planning and engineering staff from the City of Riverside . The cumulative project list includes known and foreseeable projects that are anticipated to contribute traffic to the study area intersections.

Where applicable, c umulative projects anticipated to contribute measurable traffic (i.e. 50 or more peak hour trips) to study area intersections have been manually added to the study area network to generate Opening Year Cumulative forecasts. In other words, this list of cumulative Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
59 development projects has been reviewed to determine which projects would likely contribute measurable traffic through the study area intersections (e.g., those cumulative projects in close proximity to the proposed Project). For the purposes of this analysis, the cumulative projects that were determined to affect one or more of the study area intersections are shown on Exhibit 4-4, listed on Table 4 -3, and have been considered for inclusion. Based on the cumulative development traffic generation and trip distribution patterns, cumulative development ADT and peak hour intersection turning movement volumes are shown on Exhibit 4-5.

Although it is unlikely that all of these cumulative projects would be fully built and occupied by Year 2023, they have been included in an effort to conduct a conservative analysis and overstate as opposed to understate potential traffic deficiencies.

Any other cumulative projects that are not expected to contribute measurable traffic to study area intersections have not been included since the traffic would dissipate due to the distance from the Project site and study area intersections. Any additional traffic generated by other projects not on the cumulative projects list is accounted for through background ambient growth factors that have been applied to the peak hour volumes at study area intersections as discussed in Section 4.5 Background Traffic.

4.7 NEAR-TERM TRAFFIC FORECASTS
To provide a comprehensive assessment of potential transportation network deficiencies, a “buildup” analysis was performed in support of this work effort. The “buildup” method was used to approximate the Opening Y ear Cumulative traffic forecasts, and is intended to identify the cumulative deficiencies on both the existing and planned near -term circulation system. The Opening Year Cumulative traffic forecasts include background traffic, traffic generated by other cumulative development projects within the study area , and the traffic generated by the proposed Project.

The “buildup” approach combines existing traffic counts with a background ambient growth factor to forecast the near -term 2023 traffic conditions. An ambient growth factor of 8.24% (2023) accounts for background (area-wide) traffic increases that occur over time, up to the year 2023 from the year 2019 (compounded two percent per year growth over a 4 -year period).

Traffic volumes generated by the Project are then added to assess the Opening Year Cumulative traffic conditions. The 2023 roadway network is similar to the existing conditions roadway network with the exception of future roadways and intersections proposed to be develo ped by the Project.

SYCAMOREALESSANDRO BL.

BARTON ST.

CYN. BL.

SANGORGONIO DR.

RIVERSIDE

RIVERSIDECOUINTY

MORENO VALLEY
3 5 6 8
VISTA GRANDE DR.

DWY. 1
DWY. 2 7SITE4DRIVEWAYPRIVATE2
INTERSTATE215
1 N12014 - vols_.dwg
Sycamore Hills Distribution Center Traffic Operations Analysis URBAN
2 3 4 5 Barton St. &Alessandro Bl.Private Driveway &Alessandro Bl.Dwy. 2 &Alessandro Bl.San Gorgonio Dr. &Alessandro Bl.

Sycamore Canyon Bl./Meridian Pkwy. &Alessandro Bl.6 7I-215 SB Ramps &Alessandro Bl.8I-215 NB Ramps &Alessandro Bl.

EXHIBIT 4-5: CUMULATIVE ONLY TRAFFIC VOLUMES (IN PCE)
1(4)0(0)16(17)6(5)0(0)0(0)0(0)255(163)3(2)15(17)124(287)2(14) 0(0)0(0)0(0)0(0)0(0)0(0)0(0)277(185)0(0)0(0)141(318)0(0) 24(96)37(96)20(69)0(0)86(50)0(0)0(0)183(251)96(30)124(43)213(246)0(0) 57(47)134(64)162(231)41(90)205(226)4(11)
81(52)4(3)9(4)34(77)185(200)128(186)39(60)
0(0)0(0)0(0)0(0)0(0)0(0)0(0)277(185)0(0)0(0)141(318)0(0)

0.14.34.84.80.8 1.44.6 6.25.70.72.95.45.40.52.51.80.6
1 Barton St. &Dwy. 1FutureIntersection
= VEHICLES PER DAY (1000'S)LEGEND:10.0= AM(PM) PEAK HOUR INTERSECTION VOLUMES10(10) 12(33)0(0)45(123)0(0)0(0)0(0)0(0)234(158)32(18)116(66)121(276)0(0) Table 4‐3
ID Project Name Land Use 1 Quantity Units 2
R1 P17‐0419/20/21 Fast Food w/ Drive Thru 1.857 TSF
R2 P16‐0578 Warehouse 82.200 TSF
R3 P19‐0151/P19‐0152/P19‐0153 Health and Fitness Club 21.706 TSF R4 P13‐0665 SFDR 8 DU
R5 P15‐1035/P16‐0556/P16‐0567 Warehouse 176.149 TSF
Warehouse 73.200 TSF
Commercial Retail 15.000 TSF
R7 P14‐0472/P14‐0473/P15‐0321/P15‐0322 SFDR 85 DU
R8 P19‐0022/P19‐0024/P19‐0026/P19‐0027/P19‐0028 Fast Food w/ Driv e Thru 4.319 TSF RC1 PP 25422 Warehouse 814.000 TSF
MJPA1 Meridian Business Park (West Campus) Industrial Park 2,278.8 52 TSF Warehouse 500.000 TSF
General Office 338.800 TSF
Commercial Retail 7.905 TSF
Fast Food w/ Drive Thru 3.300 TSF
Gas Station w/ Conv. Market 12 VFP
MJPA3 Meridian South Parcel Delivery Warehouse 1,699 Employees MJPA4 Freeway Business Center Warehouse 709 TSF
MJPA5 Veteran's Industrial Plaza/VIP 215 Warehouse 2,000.000 TSF MJPA6 Veteran's Plaza Commercial Retail 198.000 TSF
MJPA7 MS Van Buren I Warehouse 176.396 TSF
MJPA8 MS Van Buren II Warehouse 162.041 TSF
MJPA9 MS Prime Six General Office 74.922 TSF
MJPA10 Meridian Distribution Center II Warehouse 510.000 TSF MJPA11 Meridian Distribution Center III Warehouse 262.269 TSF MJPA12 Meridian Distribution Center IV Warehouse 90.000 TSF MJPA13 Economic Business Center Warehouse 124.523 TSF
MJPA14 MS Alessandro Industrial Park 157.513 TSF
MJPA15 K4 Parcel Warehouse 718.000 TSF
MV1 Scottish Village Multifamily 194 DU
Warehouse 36.950 TSF
Fast Food w/ Drive Thru 7.900 TSF
Gas Station w/ Car Wash 28 VFP
Hotel 110 Rooms
Fast Food w/ Drive Thru 8.000 TSF
Commercial 42.400 TSF
1  SFDR = Single Family Detached Residential
2  DU = Dwelling Units; TSF = Thousand Square Feet; SP = Spaces; VFP = Vehicle Fueling Positions March Joint Powers Authority
Cumulative Development Land Use Summary
City of Riverside
R6 P14‐0841 to P14‐0848/P16‐0472/P16‐0474
County of Riverside
MV3 PA 08‐0047‐0052 (Komar Cactus Plaza)
MJPA2 Meridian South Campus
City of Moreno Valley
MV2 Moreno Valley Cactus Center (PEN16‐0131)

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
63 As noted previously, an analysis of the proposed Project at various development tiers has been assessed for the purposes of this traffic study. The near -term traffic analysis includes the following traffic conditions, with the various traffic components:
• Opening Year Cumulative (2023) Without Project
o Existing (2019) traffic
o Ambient growth (8.24%)
o Cumulative Development traffic
• Opening Year Cumulative (2023) With Project
o Existing (2019) traffic
o Ambient growth (8.24%)
o Cumulative Development traffic
o Project traffic

4.8 HORIZON YEAR (2040) VOLUME DEVELOPMENT
The Horizon Year (2040) Without Project traffic conditions were derived from the RivTAM modified to represent Horizon Year conditions using accepted procedures for model forecast refinement and smoothing. The traffic forecasts reflect the area- wide growth anticipated between Existing conditions and Horizon Year conditions.

In most instances the traffic model zone structure is not designed to provide accurate turning movements along arterial roadways unless refinement and reasonablene ss checking is performed. Therefore, the Horizon Year Without Project peak hour forecasts were refined using the model derived long-range forecasts, along with existing peak hour traffic count data collected at each analysis location in October 2018. Future estimated peak hour traffic data was used for new intersections and intersections with an anticipated change in travel patterns to further refine the Horizon Year Without Project peak hour forecasts.

The refined future peak hour approach and departure volumes obtained from the model output data are then entered into a spreadsheet program consistent with the National Cooperative Highway Research Program (NCHRP Report 255), along with initial estimates of turning movement proportions. A linear programmin g algorithm is used to calculate individual turning movements which match the known directional roadway segment forecast volumes computed in the previous step. This program computes a likely set of intersection turning movements from intersection approach counts and the initial turning proportions from each approach leg.

Typically, the model growth is prorated and is subsequently added to the existing (base validation) traffic volumes to represent Long Range traffic conditions. However, review of the resulting model growth indicates negative growth for several study area intersections. In an effort to conduct a conservative analysis, reductions to traffic forecasts from either Existing or Opening Year Cumulative traffic conditions were not assumed as part of this analysis. Additional growth has also been applied on a movement -by-movement basis, where applicable, to estimate reasonable Horizon Year forecasts. Horizon Year turning volumes were compared to Opening Year Cumulative volumes in Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
64 order to ensure a minimum growth as a part of the refinement process. The minimum growth includes any additional growth between Opening Year Cumulative and Horizon Year traffic conditions that is not accounted for by the traffic generated by cumulative development projects and ambient growth rates assumed between Existing (2019) and Horizon Year traffic conditions.

Future estimated peak hour traffic data was used for new intersections and intersections with an anticipated change in travel patterns to further refine the Horizon Year peak hour forecasts.

The future Horizon Year without Project peak hour turning movements were then reviewed by Urban Crossroads for reasonableness, and in some cases, were adjusted to achieve flow conservation, reasonable growth , and reasonable diversion between parallel routes. Flow conservation checks ensure that traffic flow between two closely spaced intersections, such as two freeway ramp locations, is verified in order to make certain that vehicles leaving one intersection are entering the adjacent intersection and that there is no unexplained loss of vehicles. The result of this traffic forecasting procedure is a series of traffic volumes which are suitable for traffic operations analysis.

The truck component of RivTAM has data that is unusually low. As such, in an effort to conduct a conservative analysis, the presence of trucks has been accounted for based on the manual volume adjustments made to demonstrate growth above Opening Year Cumulative (2023) traffic forecasts, which are presented and evaluated in PCE (see Section 3. 7 Existing (2019) Traffic Counts for discussion on PCE). As such, the Horizon Year (2040) forecasts are also assumed to be in PCE for the purposes of this analysis. Post-processing worksheets for Horizon Year (2040) without Project traffic conditions are provided in Appendix 4.1.

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
65 5 E+P TRAFFIC CONDITIONS
This section discusses the traffic forecasts for E+P (Project Buildout) conditions and the resulting intersection operations, roadway segment capacities, and traffic signal warrant analyses.

5.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for E+P conditions are consistent with those shown previously on Exhibit 3-1, with the exception of the following:
• Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for E+P conditions only (e.g., intersection and roadway improvements at the Project’s frontage and driveways).

5.2 TRAFFIC VOLUME FORECASTS
This scenario includes Existing traffic volumes plus Project Buildout traffic. Exhibit 5-1 shows the ADT and peak hour volumes which can be expected for E+P traffic conditions.

5.3 INTERSECTION OPERATIONS ANALYSIS
E+P peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2 Methodologies of this TA . The intersection analysis results are summarized in Table 5 -1, which indicates that two study area intersections are anticipated to operate at the same unacceptable LOS for E+P traffic conditions, as previously identified under Existing (2019) conditions (see Section 3.7). The deficiencies are summarized in Table 5-2, which indicates that two study area intersections are anticipated to be deficient.

Driveway 2/Vista Grande Dr. & Alessandro Bl. (#4) – Although this intersection was found to operate at an unacceptable LOS (LOS F) during the AM and PM peak hours under Existing traffic conditions, the intersection is anticipated to continue to operate at unacceptable levels during the peak hours with the addition of Project traffic. The increase in peak hour delay is anticipated to be greater than one second . Therefore, there is a deficiency based of the City of Riverside’s peak hour delay criteria for intersections operating at LOS F.

Sycamore Canyon Boulevard & Alessandro Boulevard (# 6) – Although this intersection was found to operate at an unacceptable LOS (LOS E) during the AM peak hour under Existing traffic conditions, the intersection is anticipated to continue to operate at unacceptable levels (LOS E) during the peak hours with the addition of Project traffic. The increase in peak hour delay is anticipated to be less than two seconds and the project traffic is less than 2% of the total traffic for E+P co nditions. However, the intersection of Sycamore Canyon Boulevard & Alessandro Boulevard is currently built out to its General Plan ultimate cross-section and exceeds the General Plan target LOS. As such, the deficiency is considered unavoidable.

SYCAMOREALESSANDRO BL.

BARTON ST.

CYN. BL.

SANGORGONIO DR.

RIVERSIDE

RIVERSIDECOUINTY

MORENO VALLEY
3 5 6 8
VISTA GRANDE DR.

DWY. 1
DWY. 2 74DRIVEWAYPRIVATE2
INTERSTATE215
1 N12014 - vols_.dwg
Sycamore Hills Distribution Center Traffic Operations Analysis URBAN
2 3 4 5 Barton St. &Alessandro Bl.Private Driveway &Alessandro Bl.Dwy. 2 &Alessandro Bl.San Gorgonio Dr. &Alessandro Bl.

Sycamore Canyon Bl./Meridian Pkwy. &Alessandro Bl.6 7I-215 SB Ramps &Alessandro Bl.8I-215 NB Ramps &Alessandro Bl.

EXHIBIT 5-1: E+P TRAFFIC VOLUMES (IN PCE)
62(55)5(5)36(28)6(26)3(5)3(14)11(7)1207(2289)23(41)42(46)2477(1819)18(9) 3(5)0(0)3(2)0(0)0(0)0(0)5(3)1226(2314)5(1)2(3)2506(1939)0(0) 523(350)678(279)67(158)122(189)83(654)115(310)142(148)918(1665)208(518)110(156)2048(1358)522(146) 20(27)14(16)11(14)1255(2476)2694(2007)35(20)
210(216)337(369)720(1568)330(445)2436(1344)200(131)
954(607)0(8)218(303)71(222)892(1506)1586(947)140(206)= VEHICLES PER DAY (1000'S)LEGEND:= NOMINAL, LESS THAN 5010.0NOM VEHICLES PER DAY= AM(PM) PEAK HOUR INTERSECTION VOLUMES10(10)3(2)0(0)14(9)11(37)0(0)1(5)4(2)1218(2304)7(12)12(23)2505(1930)35(16)

27.230.134.14.16.84.08.6

0.741.8

15.819.440.342.0

0.71.638.8NOM0.437.839.20.140.00.90.4
1 Barton St. &Dwy. 10(0)19(9)0(0)0(0)6(20)0(0)
Table 5‐1
Level of
Service

AM PM AM PM AM PM AM PM
1 Barton  St. & Driveway 1 CSS 8.6 8.6 A A Riverside No 2 Barton  St. & Alessandro Bl. TS 40.8 36.8 D D 40.9 39.4 D D Riverside No 3 Private  Driveway & Alessandro Bl. TS 2.4 3.8 A A 2.4 3.9 A A Riverside No 4 Driveway  2/Vista Grande Dr. & Alessandro Bl. CSS 77.3 >100.0 F F >100.0 >100.0 F F Riverside Yes 5 San  Gorgonio Dr. & Alessandro Bl. TS 8.1 8.3 A A 10.0 8.5 A A Riverside/JPA No 6 Sycamore  Canyon Bl. & Alessandro Bl. TS 72.3 48.5 E D 72.8 49.3 E D Riverside/JPA Yes 7I ‐215 SB Ramps & Alessandro Bl. TS 6.2 9.4 A A 6.5 9.7 A A Caltrans/Riverside/County No 8I ‐215 NB Ramps & Alessandro Bl. TS 20.2 20.4 C C 20.6 21.1 C C Caltrans/Riverside/County No * BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2 CSS = Cross‐street Stop; TS = Traffic Signal; CSS = Improvement 3 See Table 5‐2 for a detailed summary of deficiencies.

Jurisdiction
Per the Highway Capacity Manual 6th Edition, overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control.

For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.

Existing (2019) E+P
Intersection Analysis for E+P Conditions
Delay1 Level of Delay 1
(secs.) Service (secs.)
Deficiency?3
Future Intersection
# Intersection
Traffic
Control2

Table 5‐2
# I n t e r s e c t i o n A M P MA M P MA M P M
1B a r t o n St. & Driveway 1R i v e r s i d e N / A N / A ‐‐ ‐‐ N/A N/A No 2B a r t o n St. & Alessandro Bl. Riverside N/A N/A 0.1 2.6 N/A N/A No 3P r i v a t e Driveway & Alessandro Bl. Riverside N/A N/A 0.0 0.1 N/A N/A No 4D r i v e w a y 2/Vista Grande Dr. & Alessandro Bl. Riverside N/A N/A >1.0 >1.0 N/A N/A Yes 5S a n Gorgonio Dr. & Alessandro Bl. Riverside/JPA N/A N/A 1.9 0.2 N/A N/A No 6S y c a m o r e Canyon Bl. & Alessandro Bl. Riverside/JPA 1.2% 1.3% 0.5 0.8 68 80 Yes4 7I ‐215 SB Ramps & Alessandro Bl. Caltrans/Riverside/County N/A N/A 0.3 0.3 N/A N/A No 8I ‐215 NB Ramps & Alessandro Bl. Caltrans/Riverside/County N/A N/A 0.4 0.7 N/A N/A No * BOLD = Deficient Intersection
N/A = Not Applicable
1 2
3 4
Deficient Intersection Summary for E+P Conditions
Jurisdiction
Project % of
Total Traffic
Change in
Delay
(secs.)
Project Trip
Contribution Deficiency?
1,2,3
For intersections within the jurisdiction of March JPA,  if the pre‐project condition is at or better than LOS D (or acceptable LOS) and the project‐generated traffic causes deterioration below acceptable levels, a deficiency is deemed to occur.  However, if the pre‐project condition is already below LOS D (or acceptable LOS), deficiency occurs if the Project contributes more than 2% of the total traffic.

For intersections within the jurisdiction of the City of Riverside, a deficiency occurs at a study area intersection when the addition of project related trips causes either peak hour LOS to degrade from acceptable (LOS A through D) to unacceptable levels (LOS E/F) or 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 seconds
For intersections within the jurisdiction of Caltrans, the County of Riverside, or City of Moreno Valley, if the pre‐project condition is at or better than LOS D (or acceptable LOS) and the project‐generated traffic causes deterioration below acceptable levels, a deficiency is deemed to occur.  A deficiency also occurs if the Project contributes 50 or more peak hour trips to an already deficient intersection.

The intersection currently built out to the General Plan ultimate cross‐section and exceeds the General Plan target LOS. As such, the deficiency is unavoidable.

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
69 A summary of the peak hour intersection LOS for E+P conditions are shown on Exhibit 5 -2. The intersection operations analysis wor ksheets for E+P traffic conditions are included in Appendix

5.1 of this TA.

5.4 TRAFFIC SIGNAL WARRANTS ANALYSIS
There are no intersections anticipated to meet traffic signal warrants for E+P traffic conditions (see Appendix 5.2).

5.5 ROADWAY SEGMENT CAPACITY ANALYSIS
As noted previously, the City of Riverside stated roadway segment capacities are approximate figures only and are used at the General Plan level to assist in determining the roadway functional classification (number of through lanes) needed to meet future traffic demand.

Table 5-3 provides a summary of the E+P conditions roadway segment capacity analysis based on the City of Riverside Traffic Impact Analysis Preparation Guide (Exhibit D) identified previously on Table 2-3. As show n on Table 5 -3 and consistent with Existing traffic conditions , all roadway segments are anticipated to operate at an acceptable LOS under E+P traffic conditions (e.g., LOS D or better).

5.6 OFF-RAMP QUEUING ANALYSIS
A queuing analysis was performed for the off- ramps at the I -215 Freeway at Alessandro Boulevard interchange to assess vehicle queues for the off ramps that may potentially result in deficient peak hour operations at the ramp -to-arterial intersections and may potent ially “spill back” onto the I-215 Freeway mainline. Queuing analysis findings are presented in Table 5-4 for E+P traffic conditions . It is important to note that off- ramp lengths are consistent with the measured distance between the intersection and the freeway mainline. As shown on Table 5 -4 and consistent with Existing traffic conditions , the anticipated vehicle queues would be accommodated by the turning lane’s available storage length. Worksheets for E+P traffic conditions off-ramp queuing analysis are provided in Appendix 5.3.

Table 5‐3
Roadway LOS Existing Acceptable
# Roadway Segment Limits Section Capacity1 (2019) LOS3
1 Barton St. to Private Driveway 6D 49,500 37,331 0.75 C 37,795 0.76 C D 2 Private Driveway to Vista Grande Dr. 6D 49,500 38,724 0.78 C 39,188 0 .79 C D 3 Vista Grande Dr. to San Gorgonio Dr. 6D 49,500 40,640 0.82 D 41,792 0 .84 D D 4 San Gorgonio Dr. to Sycamore Canyon Bl. 6D 49,500 40,796 0.82 D 41,9 48 0.85 D D 5 Sycamore Canyon Bl. to I‐215 SB Ramps 6D 49,500 32,950 0.67 B 34,073 0.69 B D 6 I‐215 SB Ramps to I‐215 NB Ramps 6D 49,500 29,467 0.60 A 30,072 0.61 B D 2  V/C = Volume to Capacity ratio
3  LOS = Level of Service
Alessandro Bl.
1 These maximum roadway capacities have been extracted from the following source: City of Riverside Traffic Impact Analysis Preparation Guide (Exhibit D) for each applicable roadway type.  These roadway capacities are "rule of thumb" estimates for planning purposes.  The LOS "E" service volumes are estimated maximum daily capacity for respective classifications.

Capacity is affected by such factors as intersections (spacing, configuration and control features), degree of access control, roadway grades, design geometrics (horizontal and vertical alignment standards), sight distance, vehicle mix (truck and bus traffic) and pedestrian and bicycle traffic.

Roadway Segment Analysis for E+P Conditions
V/C2 LOS3 E+P V/C2 LOS3

Table 5‐4

AM PM AM PM
I‐215 SB Ramps / Alessandro Bl. SBL 525 166 167 Yes Yes 170 167 Yes Yes SBL/R 1,540 147 146 Yes Yes 156 151 Yes Yes
SBR 525 137 138 Yes Yes 147 144 Yes Yes
I‐215 NB Ramps / Alessandro Bl. NBL 450 400 2 267 Yes Yes 412 2 272 Yes Yes NBL/T/R 1,345 327 283 Yes Yes 339 2 287 Yes Yes
NBR 450 88 183 Yes Yes 88 183 Yes Yes
Peak Hour Freeway Off‐Ramp Queuing Summary for E+P Conditions Intersection Movement
Available Stacking
Distance (Feet)
Existing (2019) E+P
95th Percentile Queue (Feet)3 Acceptable? 1 95th Percentile Queue (Feet)3 Acceptable? 1 2 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 3 Although the 95th percentile queue is anticipated to exceed the available storage for the turn lane, the adjacent through lane has sufficient storage to accommodate any spillover without spilling back and affecting the I‐ 215 Freeway mainline.

AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
1  Stacking Distance is acceptable if the required stacking distance is less than or equal to the stacking distance provided.  An additional 15 feet of stacking which is assumed to be provided in the transition for turn pockets is reflected in the stacking distance shown in this table, where applicable.

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
73 5.7 RECOMMENDED IMPROVEMENTS

5.7.1 RECOMMENDED IMPROVEMENTS TO ADDRESS DEFICIENCIES AT INTERSECTIONS The effectiveness of the proposed recommended improvements is presented in Table 5-5 for E+P traffic conditions. As shown on Table 5 -5, the recommended improvements for each of the deficient intersections are the same for Existing and E+P traffic conditions. Based on each jurisdiction’s deficiency criteria (see Table 5-2), the Project is anticipated to result in a deficiencies at the intersections of Driveway 2/Vista Grande Dr ive & Alessandro B oulevard and Sycamore Canyon Boulevard & Alessandro Boulevard.

Project Design Feature 1.1 – Driveway 2/Vista Grande Dr. & Alessandro Bl. (#4) • The intersection of Vista Grande Drive & Alessandro Boulevard is not warranted for a traffic signal (based on volume warrants). However, it is anticipated to continue to operate at a deficient LOS . The additional of a traffic signal would improve the LOS to acceptable levels. The addition of a traffic signal is not currently feasible as the intersection is in close proximity of an existing signalized intersection (Private Driveway at Alessandro Boulevard ). The adjacent signalized intersection of Private Driveway at Alessandro Boulevard is not anticipated to warrant a traffic signal as the volume s on the north and south leg are nominal (significantly less than the south leg of Vista Grande Drive & Alessandro Boulevard) . It would require the removal of the existing traffic signal at Private Driveway & Alessandro Boulevard for a traffic signal to be installed at Vista Grande Drive and Alessandro Boulevard. It is recommended that the existing signal at Private Driveway & Alessandro Boulevard is to be removed and that the Project will construct a new traffic signal at the intersection of Driveway 2/Vista Grande Drive & Alessandro Boulevard.

The intersection of Sycamore Canyon Boulevard & Alessandro Boulevard is currently built out to its General Plan ultimate cross-section and exceeds the General Plan target LOS. Until additional right-of-way beyond those designated in the General Plan is obtained , there are no anticipated feasible improvements. As such, the deficiency is considered unavoidable.

The intersection operations analysis worksheets for E+P, with improvements, are included in Appendix 5.4.

5.7.2 RECOMMENDED IMPROVEMENTS TO ADDRESS DEFICIENCIES ON ROADWAY SEGMENTS As shown previously on Table 5 -3 and consistent with Existing traffic conditions , all study area roadway segments are anticipated to operate at acceptable LOS (LOS D or better) for E+P traffic conditions. As such, no roadway widening has been recommended.

5.7.3 RECOMMENDED IMPROVEMENTS TO ADDRESS OFF-RAMP QUEUES As shown previously on Table 5 -4 and consistent with Existing traffic conditions , there are no peak hour queuing issues anticipated at the I-215 Freeway at Alessandro Boulevard interchange for E+P traffic conditions. As such, no improvements have been recommended.

Table 5‐5
Delay2 Level of
Traffic Northboun dSouthbound Eastbound Westbound (secs.) Service # Intersection Control 3 LTRLTRLTRLTRA M P MA M P M
3P r i v a t e Driveway & Alessandro Bl.
‐ Without I m p r o v e m e n t s T S 010010130130 2 . 4 3 . 9 A A ‐ With Improvements CSS4 0 0 1 0 0 1 0 30 0 3 0 10.7 14.7 B B 4D r i v e w a y 2/Vista Grande Dr. & Alessandro Bl.
‐ Without I m p r o v e m e n t s C S S 01d000030130 >100.0 >100.0 F F ‐ With Improvements TS 01d 1 1 0 1 30130 7 . 2 5 . 5 A A 1  When a right turn is designated, the lane can either be striped or unstriped.  To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.
2 Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control.  For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.
3 CSS = Cross‐street Stop; TS = Traffic Signal; TS = Improvement 4 Recommended improvement includes the elimination of the existing traffic and restricting the driveway access to right‐in/right‐out access only.

Intersection Analysis for E+P Conditions With Improvements Intersection Approach Lanes1
L  =  Left;  T  =  Through;  R  =  Right; > = Right‐Turn Overlap Phasing; d= Defacto Right Turn Lane; 1 = Improvement

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
75 6 OPENING YEAR CUMULATIVE (2023) TRAFFIC CONDITIONS
This section discusses the methods used to develop Opening Year Cumulative ( 2023) Without and With Project traffic forecasts, and the resulting intersection operations , roadway segment capacities, and traffic signal warrant analyses.

6.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for Opening Year Cumulative (2023) conditions are consistent with those shown previously on Exhibit 3 -1, with the exception of the following:
• Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for Opening Ye ar Cumulative conditions only (e.g., intersection and roadway improvements along the Project’s frontage and driveways).
• Driveways and those facilities assumed to be constructed by the cumulative development projects to provide site access are also assume d to be in place for Opening Year Cumulative conditions only (e.g., intersection and roadway improvements along the cumulative development’s frontage and driveways). Other connections assumed include the extension of San Gorgonio Avenue, south of Alessandro Boulevard.

6.2 OPENING YEAR CUMULATIVE (2023) WITHOUT PROJECT TRAFFIC VOLUME FORECASTS The weekday ADT and weekday AM and PM peak hour volumes which can be expected for Opening Year Cumulative (2023) Without Project traffic conditions are shown on Exhibit 6-1.

6.3 OPENING YEAR CUMULATIVE (2023) WITH PROJECT TRAFFIC VOLUME FORECASTS The weekday ADT and weekday AM and PM peak hour volumes which can be expected for Opening Year Cumulative (2023) With Project traffic conditions are shown on Exhibits 6-2.

6.4 INTERSECTION OPERATIONS ANALYSIS

6.4.1 OPENING YEAR CUMULATIVE (2023) WITHOUT PROJECT TRAFFIC CONDITIONS LOS calculations have been conducted for the study intersections to evaluate their operations under Opening Year Cumulative (2023) Without Project conditions with roadway and intersection geometrics consistent with Section 6.1 Roadway Improvements . As shown in Table 6 -1, the following intersections were found to operate at a deficient LOS:
• Driveway 2/Vista Grande Dr. & Alessandro Bl. (#4) – LOS F AM and PM peak hours • Sycamore Canyon Bl. & Alessandro Bl. (#6) – LOS F AM and PM peak hours

SYCAMOREALESSANDRO BL.

BARTON ST.

CYN. BL.

SANGORGONIO DR.

RIVERSIDE

RIVERSIDECOUINTY

MORENO VALLEY
3 5 6 8
VISTA GRANDE DR.

DWY. 1
DWY. 2 7SITE4DRIVEWAYPRIVATE2
INTERSTATE215
1 N12014 - vols_.dwg
Sycamore Hills Distribution Center Traffic Operations Analysis URBAN
2 3 4 5 Barton St. &Alessandro Bl.Private Driveway &Alessandro Bl.Dwy. 2 &Alessandro Bl.San Gorgonio Dr. &Alessandro Bl.

Sycamore Canyon Bl./Meridian Pkwy. &Alessandro Bl.6 7I-215 SB Ramps &Alessandro Bl.8I-215 NB Ramps &Alessandro Bl.

EXHIBIT 6-1: OPENING YEAR CUMULATIVE (2023) WITHOUT PROJECT TRAFFIC VOLUMES (IN PCE) 68(64)5(5)55(47)7(14)8(5)3(13)10(6)1557(2639)28(46)60(67)2804(2251)3(15) 3(5)0(0)3(2)0(0)0(0)0(0)5(3)1594(2668)5(1)2(3)2834(2403)0(0) 589(474)771(398)93(240)132(205)176(758)124(336)154(160)1159(1996)321(589)243(212)2375(1690)565(158) 284(281)471(450)931(1894)392(549)2816(1668)220(153)
1092(699)4(12)245(332)102(288)1149(1825)1840(1209)191(283)= VEHICLES PER DAY (1000'S)LEGEND:= NOMINAL, LESS THAN 5010.0NOM VEHICLES PER DAY= AM(PM) PEAK HOUR INTERSECTION VOLUMES10(10)

35.537.641.04.79.55.99.7

0.849.6

17.923.947.749.5

0.42.246.1NOM0.545.246.70.146.9

1.4 12(33)0(0)45(123)22(29)0(0)15(17)12(15)1575(2779)32(18)116(66)2981(2422)38(22) 3(2)15(10)1590(2659)8(13)13(25)2834(2398)
1 Barton St. &Dwy. 1FutureIntersection
SYCAMOREALESSANDRO BL.

BARTON ST.

CYN. BL.

SANGORGONIO DR.

RIVERSIDE

RIVERSIDECOUINTY

MORENO VALLEY
3 5 6 8
VISTA GRANDE DR.

DWY. 1
DWY. 2 74DRIVEWAYPRIVATE2
INTERSTATE215
1 N12014 - vols_.dwg
Sycamore Hills Distribution Center Traffic Operations Analysis URBAN
2 3 4 5 Barton St. &Alessandro Bl.Private Driveway &Alessandro Bl.Dwy. 2 &Alessandro Bl.San Gorgonio Dr. &Alessandro Bl.

Sycamore Canyon Bl./Meridian Pkwy. &Alessandro Bl.6 7I-215 SB Ramps &Alessandro Bl.8I-215 NB Ramps &Alessandro Bl.

EXHIBIT 6-2: OPENING YEAR CUMULATIVE (2023) WITH PROJECT TRAFFIC VOLUMES (IN PCE) 68(64)5(5)55(47)12(32)8(5)3(15)12(7)1561(2641)28(46)60(67)2805(2256)20(23) 3(5)0(0)3(2)0(0)0(0)0(0)5(3)1603(2688)5(1)2(3)2852(2416)0(0) 590(475)771(398)93(240)132(205)176(758)124(336)154(160)1175(2049)321(591)243(212)2426(1714)565(158) 284(281)497(462)941(1926)398(570)2840(1680)220(153)
1112(708)4(12)245(332)110(315)1150(1830)1844(1211)191(283)= VEHICLES PER DAY (1000'S)LEGEND:= NOMINAL, LESS THAN 5010.0NOM VEHICLES PER DAY= AM(PM) PEAK HOUR INTERSECTION VOLUMES10(10)3(2)0(0)15(10)11(37)0(0)1(5)4(2)1595(2677)8(13)13(25)2851(2406)35(16)

35.638.242.24.99.76.29.9

0.850.7

17.923.948.950.7

1.62.246.2NOM0.545.747.20.148.0

1.4 12(33)0(0)45(123)22(29)0(0)15(17)12(15)1591(2834)32(18)116(66)3033(2446)38(22)

0.9 1 Barton St. &Dwy. 12(14)19(9)0(0)6(5)6(20)0(0)

4.70.3 Table 6‐1
Level of
Service

AM PM AM PM AM PM AM PM
1 Barton  St. & Driveway 1 CSS 8.6 8.7 A A Riverside No 2 Barton  St. & Alessandro Bl. TS 28.7 39.7 C C 28.7 40.1 C D Riverside No 3 Private  Driveway & Alessandro Bl. TS 2.8 4.6 A A 2.8 4.7 A A Riverside No 4 Driveway  2/Vista Grande Dr. & Alessandro Bl. CSS >100.0 >100.0 F F >100.0 >100.0 F F Riverside Yes 5 San  Gorgonio Dr. & Alessandro Bl. TS 15.0 21.5 B C 15.3 22.3 B C Riverside/JPA No 6 Sycamore  Canyon Bl. & Alessandro Bl. TS 120.2 87.6 F F 120.9 88.2 F F Riverside/JPA Yes 7I ‐215 SB Ramps & Alessandro Bl. TS 8.9 12.5 A B 9.4 13.0 A B Caltrans/Riverside/County No 8I ‐215 NB Ramps & Alessandro Bl. TS 23.7 24.2 C C 24.1 25.1 C D Caltrans/Riverside/County No * BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2 CSS = Cross‐street Stop; TS = Traffic Signal; CSS = Improvement 3 See Table 6‐2 for a detailed summary of deficiencies.

Intersection Analysis for Opening Year Cumulative (2023) Conditions # Intersection
Traffic
Control2
2023 Without Project 2023  With Project
Jurisdiction
Delay1 Level of Delay 1
(secs.) Service (secs.)
Future Intersection
Deficiency?3
Per the Highway Capacity Manual 6th Edition, overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control.

For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
79 A summary of the peak hour intersection LOS for Opening Year Cumulative (2023) Without Project conditions are shown on Exhibit 6-3. The intersection operations analysis worksheets for Opening Year Cumulative (2023) Without Project traffic conditions are included in Appendix 6 .1 of this TA.

6.4.2 OPENING YEAR CUMULATIVE (2023) WITH PROJECT TRAFFIC CONDITIONS As shown on Table 6 -1 and illustrated on Exhibit 6 -4, there are no additional study area intersections anticipated to operate at an unacceptable LOS with the addition of Project traffic during one or more peak hours , in addition to those previously identified under Opening Year Cumulative ( 2023) Without Project traffic conditions. The intersection operations analysis worksheets for Opening Year Cumulative (2023) With Project traffic conditions are included in Appendix 6.2 of this TA. The deficiencies are summarized in Table 6-2. Measures to address near- term deficiencies for Opening Year Cumulative traffic conditions are discussed in Section 6 .10 Opening Year Cumulative (2023) Deficiencies and Recommended Improvements.

6.5 TRAFFIC SIGNAL WARRANTS ANALYSIS
No study area intersections are anticipated to meet traffic signal warrants for Opening Year Cumulative (2021) Without and With Project traffic conditions (see Appendices 6.3 and 6.4).

6.6 ROADWAY SEGMENT CAPACITY ANALYSIS
As noted previously, the City of Riverside stated roadway segment capacities are approximate figures only and are used at the General Plan level to assist in determining the roadway functional classification (number of through lanes) needed to meet future traffic demand.

Table 6-3 provides a summary of the Opening Year Cumulative (2023) Without Project conditions roadway segment capacity analysis based on the City of Riverside Traffic Impact Analysis Preparation Guide (Exhibit D) identified previously on Table 2 -3. As shown on Table 6 -3, the following roadway segments that are anticipated to operate at an unacceptable LOS under Opening Year Cumulative (2023) Without Project traffic conditions:
• Alessandro Bl., from Barton St. to Private Driveway – LOS E • Alessandro Bl., from Private Driveway to Vista Grande Dr. – LOS E • Alessandro Bl., from Vista Grande Dr. to San Gorgonio Dr. – LOS F • Alessandro Bl., from San Gorgonio Dr. to Sycamore Canyon Bl. – LOS F As shown on Table 6 -3, the re are no additional study area roadway segments anticipated to operate at an unacceptable LOS (LOS E or worse) with the addition of Project traffic, other than those previously identified under Opening Year Cumulative (2023) Without Project conditions.

SYCAMOREALESSANDRO BL.

BARTON ST.

CYN. BL.

SANGORGONIO DR.

VISTA GRANDE DR.

DWY. 1
DWY. 2DRIVEWAYPRIVATE
SITE
INTERSTATE215

MORENO VALLEY
N12014 - los_a.dwg URBAN
Sycamore Hills Distribution Center Traffic Operations Analysis

RIVERSIDE

RIVERSIDECOUINTY
EXHIBIT 6-3: OPENING YEAR CUMULATIVE (2023) WITHOUT PROJECT SUMMARY OF LOS = NOT AN ANALYSIS LOCATION NA
LEGEND:= LOS E= AM PEAK HOUR = PM PEAK HOUR= LOS A-D= LOS F FOR THIS SCENARIO NA
SYCAMOREALESSANDRO BL.

BARTON ST.

CYN. BL.

SANGORGONIO DR.

VISTA GRANDE DR.

DWY. 1
DWY. 2DRIVEWAYPRIVATE
INTERSTATE215

MORENO VALLEY
N12014 - los_a.dwg URBAN
Sycamore Hills Distribution Center Traffic Operations Analysis LEGEND:= LOS E= AM PEAK HOUR = PM PEAK HOUR= LOS A-D= LOS F

RIVERSIDE

RIVERSIDECOUINTY
EXHIBIT 6-4: OPENING YEAR CUMULATIVE (2023) WITH PROJECT SUMMARY OF LOS Table 6‐2
# I n t e r s e c t i o n A M P MA M P MA M P M
1B a r t o n St. & Driveway 1R i v e r s i d e N / A N / A ‐‐ ‐‐ N/A N/A No 2B a r t o n St. & Alessandro Bl. Riverside N/A N/A 0.0 0.4 N/A N/A No 3P r i v a t e Driveway & Alessandro Bl. Riverside N/A N/A 0.0 0.1 N/A N/A No 4D r i v e w a y 2/Vista Grande Dr. & Alessandro Bl. Riverside N/A N/A >1.0 >1.0 N/A N/A Yes 5S a n Gorgonio Dr. & Alessandro Bl. Riverside/JPA N/A N/A 0.3 0.8 N/A N/A No 6S y c a m o r e Canyon Bl. & Alessandro Bl. Riverside/JPA 1.0% 1.1% 0.7 0.6 68 80 Yes4 7I ‐215 SB Ramps & Alessandro Bl. Caltrans/Riverside/County N/A N/A 0.5 0.5 N/A N/A No 8I ‐215 NB Ramps & Alessandro Bl. Caltrans/Riverside/County N/A N/A 0.4 0.9 N/A N/A No * BOLD = Deficient Intersection
N/A = Not Applicable
1 2
3 4
Deficient Intersection Summary for Opening Year Cumulative (2023) Conditions Jurisdiction
Project % of
Total Traffic
Change in
Delay
(secs.)
Project Trip
Contribution Deficiency?
1,2,3
For intersections within the jurisdiction of the City of Riverside, a deficiency occurs at a study area intersection when the addition of project related trips causes either peak hour LOS to degrade from acceptable (LOS A through D) to unacceptable levels (LOS E/F) or 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 seconds
For intersections within the jurisdiction of March JPA,  if the pre‐project condition is at or better than LOS D (or acceptable LOS) and the project‐generated traffic causes deterioration below acceptable levels, a deficiency is deemed to occur.  However, if the pre‐project condition is already below LOS D (or acceptable LOS), deficiency occurs if the Project contributes more than 2% of the total traffic.

For intersections within the jurisdiction of Caltrans, the County of Riverside, or City of Moreno Valley, if the pre‐project condition is at or better than LOS D (or acceptable LOS) and the project‐generated traffic causes deterioration below acceptable levels, a deficiency is deemed to occur.  A deficiency also occurs if the Project contributes 50 or more peak hour trips to an already deficient intersection.

The intersection currently built out to the General Plan ultimate cross‐section and exceeds the General Plan target LOS. As such, the deficiency is unavoidable.

Table 6‐3

1.08243
Roadway LOS Acceptable
# Roadway Segment Limits Section Capacity1 LOS3
1 Barton St. to Private Driveway 6D 49,500 45,205 0.91 E 45,669 0.92 E D 2 Private Driveway to Vista Grande Dr. 6D 49,500 46,713 0.94 E 47,177 0.95 E D 3 Vista Grande Dr. to San Gorgonio Dr. 6D 49,500 49,558 1.00 F 50,710 1.02 F D 4 San Gorgonio Dr. to Sycamore Canyon Bl. 6D 49,500 49,529 1.00 F 50,681 1.02 F D 5 Sycamore Canyon Bl. to I‐215 SB Ramps 6D 49,500 41,035 0.83 D 42,158 0.85 D D 6 I‐215 SB Ramps to I‐215 NB Ramps 6D 49,500 37,546 0.76 C 38,151 0.77 C D 2  V/C = Volume to Capacity ratio
3  LOS = Level of Service
Alessandro Bl.
1 These maximum roadway capacities have been extracted from the following source: City of Riverside Traffic Impact Analysis Preparation Guide (Exhibit D) for each applicable roadway type.  These roadway capacities are "rule of thumb" estimates for planning purposes.  The LOS "E" service volumes are estimated maximum daily capacity for respective classifications.

Capacity is affected by such factors as intersections (spacing, configuration and control features), degree of access control, roadway grades, design geometrics (horizontal and vertical alignment standards), sight distance, vehicle mix (truck and bus traffic) and pedestrian and bicycle traffic.

V/C2 LOS3
Roadway Segment Analysis for Opening Year Cumulative (2023) Conditions 2023 NP V/C2 LOS3 2023
WP

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
84 6.7 OFF-RAMP QUEUING ANALYSIS
A queuing analysis was performed for the off- ramps at the I -215 Freeway at Alessandro Boulevard interchange to assess vehicle queues for the off ramps that may potentially resul t in deficient peak hour operations at the ramp- to-arterial intersections and may potentially “spill back” onto the I-215 Freeway mainline. Queuing analysis findings are presented in Table 6-4 for Opening Year Cumulative (2023) Without and With Project tr affic conditions. It is important to note that off-ramp lengths are consistent with the measured distance between the intersection and the freeway mainline. As shown on Table 6 -4, there are no queuing issues anticipated for Opening Year Cumulative (2023) Without and With Project traffic conditions.

Worksheets for Opening Year Cumulative ( 2023) Without Project conditions off- ramp queuing analysis are provided in Appendix 6.5. Worksheets for Opening Year Cumulative ( 2023) With Project conditions off-ramp queuing analysis are provided in Appendix 6.6.

6.8 OPENING YEAR CUMULATIVE (2023) DEFICIENCIES AND RECOMMENDATIONS

6.8.1 RECOMMENDATIONS TO ADDRESS DEFICIENCIES AT INTERSECTIONS The effectiveness of the proposed improvements for deficient intersections (see Table 6 -2) is presented in Table 6-5 for Opening Year Cumulative (2023) traffic conditions. Based on each jurisdiction’s deficiency criteria, the Project is anticipated to result in deficiencies at the following intersections, as the Project would contribute to the total Opening Year Cumulative (2023) With Project traffic forecasts:
• Driveway 2/Vista Grande Dr. & Alessandro Bl. (#4)
• Sycamore Canyon Bl. & Alessandro Bl. (#6)
The deficiencies and recommendations for Opening Year Cumulative (2023) conditions are consistent with E+P conditions.

Project Design Feature 1.1 – Driveway 2/Vista Grande Dr. & Alessandro Bl. (#4) • The intersection of Vista Grande Drive & Alessandro Boulevard is not warranted for a traffic signal (based on volume warrants). However, it is anticipated to continue to operate at a deficient LOS . The additional of a traffic signal would improve the LOS to acceptable levels. The addition of a traffic signal is not currently feasible as the intersection is in close proximity of an existing signalized intersection (Private Driveway at Alessandro Boulevard). The adjacent signalized intersection of Private Driveway at Alessandro Boulevard is not anticipated to warrant a traffic signal as the volume s on the north and south leg are nominal (significantly less than the south leg of Vista Grande Drive & Alessandro Boulevard) . It would require the removal of the existing traffic signal at Private Driveway & Alessandro Boulevard for a traffic signal to be installed at Vista Grande Drive and Alessandro Boulevard. It is recommended that the existing signal at Private Driveway & Alessandro Boulevard is to be removed and that the Project will construct a new traffic signal at the intersection of Driveway 2/Vista Grande Drive & Alessandro Boulevard.

Table 6‐4

AM PM AM PM
I‐215 SB Ramps / Alessandro Bl. SBL 525 264 2 217 Yes Yes 264 2 217 Yes Yes SBL/R 1,54 0 264 2 204 Yes Yes 283 2 210 Yes Yes
SBR 525 249 2 193 Yes Yes 268 2 198 Yes Yes
I‐215 NB Ramps / Alessandro Bl. NBL 450 507 2 325 2 Yes3 Yes 522 2 333 2 Yes3 Yes NBL/T/R 1,345 558 2 372 2 Yes Yes 572 2 380 2 Yes Yes
NBR 450 105 207 Yes Yes 105 207 Yes Yes
Peak Hour Freeway Off‐Ramp Queuing Summary for Opening Year Cumulative (2023) Conditions Intersection Movement
Available Stacking
Distance (Feet)
2023 Without Project 2023 With Project
95th Percentile Queue (Feet)3 Acceptable? 1 95th Percentile Queue (Feet)3 Acceptable? 1 2 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 3 Although the 95th percentile queue is anticipated to exceed the available storage for the turn lane, the adjacent through lane has sufficient storage to accommodate any spillover without spilling back and affecting the I‐ 215 Freeway mainline.

AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
1  Stacking Distance is acceptable if the required stacking distance is less than or equal to the stacking distance provided.  An additional 15 feet of stacking which is assumed to be provided in the transition for turn pockets is reflected in the stacking distance shown in this table, where applicable.

Table 6‐5
Delay2 Level of
Traffic Northboun dSouthbound Eastbound Westbound (secs.) Service # Intersection Control 3 LTRLTRLTRLTRA M P MA M P M
3P r i v a t e Driveway & Alessandro Bl.
‐ Without I m p r o v e m e n t s T S 010010130130 2 . 8 4 . 7 A A ‐ With Improvements CSS4 0 0 1 0 0 1 0 30 0 3 0 11.6 17.6 B C 4D r i v e w a y 2/Vista Grande Dr. & Alessandro Bl.
‐ Without I m p r o v e m e n t s C S S 01d000030130 >100.0 >100.0 F F ‐ With Improvements TS 01d 1 1 0 1 30130 7 . 8 9 . 5 A A 1  When a right turn is designated, the lane can either be striped or unstriped.  To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.
2 Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control.  For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.
3 CSS = Cross‐street Stop; TS = Traffic Signal; TS = Improvement 4 Recommended improvement includes the elimination of the existing traffic and restricting the driveway access to right‐in/right‐out access only.

Intersection Analysis for Opening Year Cumulative (2023) Conditions With Improvements Intersection Approach Lanes1
L  =  Left;  T  =  Through;  R  =  Right; > = Right‐Turn Overlap Phasing; d= Defacto Right Turn Lane; 1 = Improvement

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
87 The intersection of Sycamore Canyon Boulevard & Alessandro Boulevard is currently built out to its General Plan ultimate cross-section and exceeds the General Plan target LOS. Until additional right-of-way beyond those designated in the Ge neral Plan is obtained, there are no anticipated feasible improvements. As such, the deficiency is considered unavoidable.

The intersection operations analysis worksheets for Opening Year Cumulative (2023) With Project traffic conditions, with improvements, are included in Appendix 6.7.

6.8.2 RECOMMENDED IMPROVEMENTS TO ADDRESS OFF-RAMP QUEUES As shown previously on Table 6-4, there are no peak hour queuing issues anticipated at the I-215 Freeway at Alessandro Boulevard interchange for Opening Year Cumulative (2023) traffic conditions.

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
88 This Page Intentionally Left Blank

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
89 7 HORIZON YEAR (2040) TRAFFIC CONDITIONS
This section discusses the methods used to develop Horizon Year (2040) Without and With Project traffic forecasts, and the resulting intersection operations , roadway segment capacities, and traffic signal warrant analyses.

7.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for Horizon Year (2040) conditions are consistent with those shown previously on Exhibit 3 -1, with the exception of the following:
• Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for Opening Year Cumulative conditions only (e.g., intersection and roadway improvements along the Project’s frontage and driveways).
• Driveways and those facilities assumed to be constructed by the cumulative development projects to provide site access are also assumed to be in place for Opening Year Cumulative conditions only (e.g., intersection and roadway improvements along the cumulative development’s frontage and driveways). Other connections assumed include the extension of San Gorgonio Avenue, south of Alessandro Boulevard.

7.2 HORIZON YEAR (2040) WITHOUT PROJECT TRAFFIC VOLUME FORECASTS The weekday ADT and weekday AM and PM peak hour volumes which can be expected for Horizon Year (2040) Without Project traffic conditions are shown on Exhibit 7-1.

7.3 HORIZON YEAR (2040) WITH PROJECT TRAFFIC VOLUME FORECASTS The weekday ADT and weekday AM and PM peak hour volumes which can be expected for Horizon Year (2040) With Project traffic conditions are shown on Exhibit 7-2.

7.4 INTERSECTION OPERATIONS ANALYSIS

7.4.1 HORIZON YEAR (2040) WITHOUT PROJECT TRAFFIC CONDITIONS LOS calculations were conducted for the study intersections to evaluate their operations under Horizon Year (2040) Without Project conditions with intersection geometrics consistent with Section 7.1 Roadway Improvements. As shown in Table 7 -1, the following study area intersections are anticipated to operate at an unacceptable level of service (e.g., LOS E or worse):
• Driveway 2/Vista Grande Dr. & Alessandro Bl. (#4) – LOS F AM and PM peak hours • Sycamore Canyon Bl. & Alessandro Bl. (#6) – LOS F AM and PM peak hours • I-215 NB Ramps & Alessandro Bl. (#8) – LOS E AM and PM peak hours

SYCAMOREALESSANDRO BL.

BARTON ST.

CYN. BL.

SANGORGONIO DR.

RIVERSIDE

RIVERSIDECOUINTY

MORENO VALLEY
3 5 6 8
VISTA GRANDE DR.

DWY. 1
DWY. 2 7SITE4DRIVEWAYPRIVATE2
INTERSTATE215
1 N12014 - vols_.dwg
Sycamore Hills Distribution Center Traffic Operations Analysis URBAN
2 3 4 5 Barton St. &Alessandro Bl.Private Driveway &Alessandro Bl.Dwy. 2 &Alessandro Bl.San Gorgonio Dr. &Alessandro Bl.

Sycamore Canyon Bl./Meridian Pkwy. &Alessandro Bl.6 7I-215 SB Ramps &Alessandro Bl.8I-215 NB Ramps &Alessandro Bl.

EXHIBIT 7-1: HORIZON YEAR (2040) WITHOUT PROJECT TRAFFIC VOLUMES (IN PCE) 76(59)0(0)69(58)7(10)0(0)4(9)4(12)1809(3282)18(41)47(72)3377(2775)6(19) 4(6)0(0)4(2)0(0)0(0)0(0)6(4)1873(3345)6(1)2(4)3430(2866)0(0) 672(536)859(416)111(295)174(245)175(855)258(494)256(332)1709(2688)367(716)315(273)2984(2352)607(232) 350(333)587(537)1513(2582)481(647)3319(2318)270(183)
1165(751)35(68)274(382)91(252)1736(2613)2487(1765)211(300)= VEHICLES PER DAY (1000'S)LEGEND:= NOMINAL, LESS THAN 5010.0NOM VEHICLES PER DAY= AM(PM) PEAK HOUR INTERSECTION VOLUMES10(10)

59.665.372.39.515.19.017.0

1.284.7

30.942.484.285.7

0.53.375.2NOM0.575.476.90.177.0

1.7 13(36)0(0)68(186)25(34)0(0)16(21)13(18)1869(3683)35(20)175(101)3760(2859)46(25) 4(2)17(11)1877(3347)8(14)14(27)3432(2870)
1 Barton St. &Dwy. 1FutureIntersection
SYCAMOREALESSANDRO BL.

BARTON ST.

CYN. BL.

SANGORGONIO DR.

RIVERSIDE

RIVERSIDECOUINTY

MORENO VALLEY
3 5 6 8
VISTA GRANDE DR.

DWY. 1
DWY. 2 74DRIVEWAYPRIVATE2
INTERSTATE215
1 N12014 - vols_a.dwg
Sycamore Hills Distribution Center Traffic Operations Analysis URBAN
2 3 4 5 Barton St. &Alessandro Bl.Private Driveway &Alessandro Bl.Dwy. 2 &Alessandro Bl.San Gorgonio Dr. &Alessandro Bl.

Sycamore Canyon Bl./Meridian Pkwy. &Alessandro Bl.6 7I-215 SB Ramps &Alessandro Bl.8I-215 NB Ramps &Alessandro Bl.

EXHIBIT 7-2: HORIZON YEAR (2040) WITH PROJECT TRAFFIC VOLUMES (IN PCE) 76(59)0(0)69(58)12(28)0(0)4(11)6(13)1813(3284)18(41)47(72)3378(2780)23(27) 0(0)0(0)7(8)0(0)0(0)0(0)0(0)1886(3365)8(5)0(0)3448(2879)0(0) 673(537)859(416)111(295)174(245)175(855)258(494)256(332)1725(2741)367(718)315(273)3035(2376)607(232) 350(333)613(549)1523(2614)487(668)3343(2330)270(183)
1185(760)35(68)274(382)99(279)1737(2618)2491(1767)211(300)= VEHICLES PER DAY (1000'S)LEGEND:= NOMINAL, LESS THAN 5010.0NOM VEHICLES PER DAY= AM(PM) PEAK HOUR INTERSECTION VOLUMES10(10)4(2)0(0)17(11)11(37)0(0)1(5)4(2)1889(3371)8(14)14(27)3447(2874)35(16)

59.765.973.49.815.49.317.2

1.285.8

30.942.485.386.8

1.73.375.4NOM0.575.877.30.178.2

1.7 13(36)0(0)68(186)25(34)0(0)16(21)13(18)1885(3738)35(20)175(101)3812(2883)46(25)

0.9 1 Barton St. &Dwy. 12(15)19(9)0(0)7(6)6(20)0(0)

0.40.3 Table 7‐1
Level of
Service

AM PM AM PM AM PM AM PM
1 Barton  St. & Driveway 1 CSS 8.6 8.7 A A Riverside No 2 Barton  St. & Alessandro Bl. TS 49.8 48.5 D D 51.2 48.6 D D Riverside No 3 Private  Driveway & Alessandro Bl. TS 4.9 13.2 A B 5.0 13.4 A B Riverside No 4 Driveway  2/Vista Grande Dr. & Alessandro Bl. CSS >100.0 >100.0 F F >100.0 >100.0 F F Riverside Yes 5 San  Gorgonio Dr. & Alessandro Bl. TS 48.4 51.4 D D 49.2 53.4 D D Riverside/JPA No 6 Sycamore  Canyon Bl. & Alessandro Bl. TS 213.6 148.5 F F 213.9 149.0 F F Riverside/JPA Yes 7I ‐215 SB Ramps & Alessandro Bl. TS 23.9 27.3 C C 27.2 30.6 C C Caltrans/Riverside/County No 8I ‐215 NB Ramps & Alessandro Bl. TS 68.7 58.5 E E 69.5 59.8 E E Caltrans/Riverside/County No * BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2 CSS = Cross‐street Stop; TS = Traffic Signal; CSS = Improvement 3 See Table 7‐2 for a detailed summary of deficiencies.

Intersection Analysis for Horizon Year (2040) Conditions Future Intersection
Per the Highway Capacity Manual 6th Edition, overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control.

For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. # Jurisdiction Deficiency? 3
Delay1 Level of Delay 1
(secs.) Service (secs.)
Intersection
Traffic
Control2
2040 Without Project 2040  With Project

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
93 A summary of the peak hour intersection LOS for Horizon Year Without Project conditions are shown on Exhibit 7-3. The intersection operations analysis worksheets for Horizon Year Without Project traffic conditions are included in Appendix 7.1 of this TA.

7.4.2 HORIZON YEAR (2040) WITH PROJECT TRAFFIC CONDITIONS As shown on Table 7 -1 and illustrated on Exhibit 7 -4, the re are no additional study area intersections anticipated to operate at an unacceptable LOS (LOS E or worse) with the addition of Project traffic, other than those previously identified under Horizon Year Without Project conditions. The intersection operations analysis worksheets for Horizon Year With Project traffic conditions are included in Appendix 7.2 of this TA. The deficiencies are summarized in Table 7 -

2. Measures to address long range deficiencies for Horizon Year traffic conditions are discussed in Section 7.10 Horizon Year Deficiencies and Recommended Improvements.

7.5 TRAFFIC SIGNAL WARRANTS ANALYSIS
No study area intersections are anticipated to meet traffic signal warrants for Horizon Year (2040) Without and With Project traffic conditions (see Appendices 7.3 and 7.4).

7.6 ROADWAY SEGMENT CAPACITY ANALYSIS
As noted previously, the City of Riverside stated roadway segment capacities are approximate figures only and are used at the General Plan level to assist in determining the roadway functional classification (number of through lanes) needed to meet future traffic demand.

Table 7-3 provides a summary of the Horizon Year (2040) Without Project conditions roadway segment capacity analysis based on the City of Riverside Traff ic Impact Analysis Preparation Guide (Exhibit D) identified previously on Table 2-3. As shown on Table 7-3, all roadway segments are anticipated to operate at an unacceptable LOS under Horizon Year (2040) Without and With Project traffic conditions.

7.7 OFF-RAMP QUEUING ANALYSIS
A queuing analysis was performed for the off- ramps at the I -215 Freeway at Alessandro Boulevard interchange to assess vehicle queues for the off ramps that may potentially result in deficient peak hour operations at the ramp- to-arterial intersections and may potentially “spill back” onto the I-215 Freeway mainline. Queuing analysis findings are presented in Table 7-4 for Horizon Year (2040) Without and With Project traffic conditions. It is important to note that off- ramp lengths are consistent with the measured distance between the intersection and the freeway mainline. As shown on Table 7 -4, there are no queuing issues anticipated for H orizon Year (2040) Without and With Project traffic conditions.

Worksheets for Horizon Year (2040) Without Project conditions off- ramp queuing analysis are provided in Appendix 7.5. Worksheets for Horizon Year (2040) With Project conditions off-ramp queuing analysis are provided in Appendix 7.6.

SYCAMOREALESSANDRO BL.

BARTON ST.

CYN. BL.

SANGORGONIO DR.

VISTA GRANDE DR.

DWY. 1
DWY. 2DRIVEWAYPRIVATE
SITE
INTERSTATE215

MORENO VALLEY
N12014 - los_a.dwg URBAN
Sycamore Hills Distribution Center Traffic Operations Analysis

RIVERSIDE

RIVERSIDECOUINTY
EXHIBIT 7-3: HORIZON YEAR (2040) WITHOUT PROJECT SUMMARY OF LOS = NOT AN ANALYSIS LOCATION NA
LEGEND:= LOS E= AM PEAK HOUR = PM PEAK HOUR= LOS A-D= LOS F FOR THIS SCENARIO NA
SYCAMOREALESSANDRO BL.

BARTON ST.

CYN. BL.

SANGORGONIO DR.

VISTA GRANDE DR.

DWY. 1
DWY. 2DRIVEWAYPRIVATE
INTERSTATE215

MORENO VALLEY
N12014 - los_a.dwg URBAN
Sycamore Hills Distribution Center Traffic Operations Analysis

RIVERSIDE

RIVERSIDECOUINTY
EXHIBIT 7-4: HORIZON YEAR (2040) WITH PROJECT SUMMARY OF LOS LEGEND:= LOS E= AM PEAK HOUR = PM PEAK HOUR= LOS A-D= LOS F Table 7‐2
# I n t e r s e c t i o n A M P MA M P MA M P M
1B a r t o n St. & Driveway 1R i v e r s i d e N / A N / A ‐‐ ‐‐ N/A N/A No 2B a r t o n St. & Alessandro Bl. Riverside N/A N/A 1.4 0.1 N/A N/A No 3P r i v a t e Driveway & Alessandro Bl. Riverside N/A N/A 0.1 0.2 N/A N/A No 4D r i v e w a y 2/Vista Grande Dr. & Alessandro Bl. Riverside N/A N/A >1.0 >1.0 N/A N/A Yes 5S a n Gorgonio Dr. & Alessandro Bl. Riverside/JPA N/A N/A 0.8 2.0 N/A N/A No 6S y c a m o r e Canyon Bl. & Alessandro Bl. Riverside/JPA 1.0% 1.1% 0.3 0.5 68 80 Yes4 7I ‐215 SB Ramps & Alessandro Bl. Caltrans/Riverside/County N/A N/A 3.3 3.3 N/A N/A No 8I ‐215 NB Ramps & Alessandro Bl. Caltrans/Riverside/County N/A N/A 0.8 1.3 33 43 No * BOLD = Deficient Intersection
N/A = Not Applicable
1 2
3 4
Deficient Intersection Summary for Horizon Year (2040) Conditions Jurisdiction
Project % of
Total Traffic
Change in
Delay
(secs.)
Project Trip
Contribution Deficiency?
1,2,3
The intersection currently built out to the General Plan ultimate cross‐section and exceeds the General Plan target LOS. As such, the deficiency is unavoidable.

For intersections within the jurisdiction of the City of Riverside, a deficiency occurs at a study area intersection when the addition of project related trips causes either peak hour LOS to degrade from acceptable (LOS A through D) to unacceptable levels (LOS E/F) or 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 seconds
For intersections within the jurisdiction of March JPA,  if the pre‐project condition is at or better than LOS D (or acceptable LOS) and the project‐generated traffic causes deterioration below acceptable levels, a deficiency is deemed to occur.  However, if the pre‐project condition is already below LOS D (or acceptable LOS), deficiency occurs if the Project contributes more than 2% of the total traffic.

For intersections within the jurisdiction of Caltrans, the County of Riverside, or City of Moreno Valley, if the pre‐project condition is at or better than LOS D (or acceptable LOS) and the project‐generated traffic causes deterioration below acceptable levels, a deficiency is deemed to occur.  A deficiency also occurs if the Project contributes 50 or more peak hour trips to an already deficient intersection.

Table 7‐3
Roadway LOS Acceptable
# Roadway Segment Limits Section Capacity1 LOS3
1 Barton St. to Private Driveway 6D 49,500 75,352 1.52 F 75,816 1.53 F D 2 Private Driveway to Vista Grande Dr. 6D 49,500 76,860 1.55 F 77,324 1.56 F D 3 Vista Grande Dr. to San Gorgonio Dr. 6D 49,500 84,666 1.71 F 85,818 1.73 F D 4 San Gorgonio Dr. to Sycamore Canyon Bl. 6D 49,500 85,687 1.73 F 86,839 1.75 F D 5 Sycamore Canyon Bl. to I‐215 SB Ramps 6D 49,500 72,308 1.46 F 73,431 1.48 F D 6 I‐215 SB Ramps to I‐215 NB Ramps 6D 49,500 65,293 1.32 F 65,898 1.33 F D 2  V/C = Volume to Capacity ratio
3  LOS = Level of Service
V/C2 LOS3
Alessandro Bl.
1 These maximum roadway capacities have been extracted from the following source: City of Riverside Traffic Impact Analysis Preparation Guide (Exhibit D) for each applicable roadway type.  These roadway capacities are "rule of thumb" estimates for planning purposes.  The LOS "E" service volumes are estimated maximum daily capacity for respective classifications.

Capacity is affected by such factors as intersections (spacing, configuration and control features), degree of access control, roadway grades, design geometrics (horizontal and vertical alignment standards), sight distance, vehicle mix (truck and bus traffic) and pedestrian and bicycle traffic.

Roadway Segment Analysis for Horizon Year (2040) Conditions 2040 NP V/C2 LOS3 2040
WP

Table 7‐4

AM PM AM PM
I‐215 SB Ramps / Alessandro Bl. SBL 525 349 2 281 2 Yes Yes 349 2 281 2 Yes Yes SBL/R 1,540 360 2 279 2 Yes Yes 378 2 287 2 Yes Yes
SBR 525 341 2 261 2 Yes Yes 360 2 270 2 Yes Yes
I‐215 NB Ramps / Alessandro Bl. NBL 450 588 2 409 2 Yes3 Yes 602 2 453 2 Yes3 Yes NBL/T/R 1,345 624 2 446 2 Yes Yes 636 2 490 2 Yes Yes
NBR 450 123 244 Yes Yes 123 257 Yes Yes
Peak Hour Freeway Off‐Ramp Queuing Summary for Horizon Year (20 40) Conditions Intersection Movement
Available Stacking
Distance (Feet)
2040 Without Project 2040 With Project
95th Percentile Queue (Feet)3 Acceptable? 1 95th Percentile Queue (Feet)3 Acceptable? 1 2 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 3 Although the 95th percentile queue is anticipated to exceed the available storage for the turn lane, the adjacent through lane has sufficient storage to accommodate any spillover without spilling back and affecting the I‐ 215 Freeway mainline.

AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
1  Stacking Distance is acceptable if the required stacking distance is less than or equal to the stacking distance provided.  An additional 15 feet of stacking which is assumed to be provided in the transition for turn pockets is reflected in the stacking distance shown in this table, where applicable.

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
99 7.8 HORIZON YEAR (2040) DEFICIENCIES AND RECOMMENDED IMPROVEMENTS

7.8.1 IMPROVEMENTS TO ADDRESS DEFICIENCIES AT INTERSECTIONS The effectiveness of the proposed improvements for deficient intersections (see Table 7 -2) is presented in Table 7-5 for Horizon Year (2040) traffic conditions. Based on each jurisdiction’s deficiency criteria, the Project is anticipated to result in deficiencies at the following intersections, as the Project would contribute to the total Horizon Year (2040) With Project traffic forecasts:
• Driveway 2/Vista Grande Dr. & Alessandro Bl. (#4)
• Sycamore Canyon Bl. & Alessandro Bl. (#6)
The deficiencies and recommended improvements for Horizon Year (2040) conditions are consistent with E+P and Opening Year Cumulative (2023) conditions.

Project Design Feature 1.1 – Driveway 2/Vista Grande Dr. & Alessandro Bl. (#4) • The intersection of Vista Grande Drive & Alessandro Boulevard is not warranted for a traffic signal (based on volume warrants). However, it is anticipated to continue to operate at a deficient LOS . The additional of a traffic signal would improve the LOS to acceptable levels. The addition of a traffic signal is not currently feasible as the intersection is in close proximity of an existing s ignalized intersection (Private Driveway at Alessandro Boulevard ). The adjacent signalized intersection of Private Driveway at Alessandro Boulevard is not anticipated to warrant a traffic signal as the volumes on the north and south leg are nominal (significantly less than the south leg of Vista Grande Drive & Alessandro Boulevard) . It would require the removal of the existing traffic signal at Private Driveway & Alessandro Boulevard for a traffic signal to be installed at Vista Grande Drive and Alessandro Boulevard. It is recommended that the existing signal at Private Driveway & Alessandro Boulevard is to be removed and that the Project will construct a new traffic signal at the intersection of Driveway 2/Vista Grande Drive & Alessand ro Boulevard.

The intersection of Sycamore Canyon Boulevard & Alessandro Boulevard is currently built out to its General Plan ultimate cross-section and exceeds the General Plan target LOS. Until additional right-of-way beyond those designated in the Gen eral Plan is obtain ed, there are no anticipated feasible improvements. As such, the deficiency is considered unavoidable.

The intersection operations analysis worksheets for Horizon Year (2040) With Project traffic conditions, with improvements, are included in Appendix 7.7.

7.8.2 R

ECOMMENDED IMPROVEMENTS TO ADDRESS OFF-RAMP QUEUES
As shown previously on Table 7-2, there are no peak hour queuing issues anticipated at the I-215 Freeway at Alessandro Boulevard interchange for Horizon Year (2040) traffic conditions. As such, no improvements have been recommended.

Table 7‐5
Delay2 Level of
Traffic Northboun dSouthbound Eastbound Westbound (secs.) Service # Intersection Control 3 L T R L T R L T R L T R AM PM AM PM 3 Private  Driveway & Alessandro Bl.
‐ Without Improvements TS 010010130130 5 . 0 13.4 A B
‐ With Improvements CSS4 0 0 1 0 0 1 130130 12.5 31.6 B D 4 Driveway  2/Vista Grande Dr. & Alessandro Bl.
‐ Without Improvements CSS 0 1 d 000030130 >100.0 >100.0 F F ‐ With Improvements TS 01d 1 1 0 1 30130 12.7 20.5 B C
1  When a right turn is designated, the lane can either be striped or unstriped.  To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.
2 Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control.  For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.
3 CSS = Cross‐street Stop; TS = Traffic Signal; TS = Improvement 4 Recommended improvement includes the elimination of the existing traffic and restricting the driveway access to right‐in/right‐out access only.

Intersection Analysis for Horizon Year (2040) Conditions With Improvements Intersection Approach Lanes1
L  =  Left;  T  =  Through;  R  =  Right; > = Right‐Turn Overlap Phasing; d= Defacto Right Turn Lane; 1 = Improvement

Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
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8 SUPPLEMENTAL ANALYSIS
At the request of City staff, supplemental analysis has been provided for informational purposes only. The configurations identified in Section 1.5 Site Adjacent Roadway and Site Access Improvements and Project Design Feature 1.1 remains the recommendation of the TA. Exhibit 8- 1 identifies the lane configurations for the three alternative configurations provided by City staff.

It should be noted that the removal of the left turn pockets on Alessandro Boulevard would force vehicles to make a u-turn at the next available intersection. The overall traffic conditions of the study area would become less efficient without the left turn pockets on Alessandro Boulevard.

The supplemental intersection and queuing analysis is presented in Tables 8-1 and 8 -2, respectively. The supplemental analysis worksheets for Alternatives 1, 2, and 3 are included in Appendices 8-1, 8-2, and 8-3, respectively.

GRANDE DR.

BARTON ST.

DWY. 2ALESSANDRO BL.VISTA

PRIVATEDRIVEWAY
GRANDE DR.

BARTON ST.

DWY. 2ALESSANDRO BL.VISTA

PRIVATEDRIVEWAY
GRANDE DR.

BARTON ST.

DWY. 2ALESSANDRO BL.VISTA

PRIVATEDRIVEWAY
N12014 - recs-b.dwg
Sycamore Hills Distribution Center Traffic Operations Analysis URBAN
EXHIBIT 8-1: ALTERNATIVE CONFIGURATIONS
150'150'
100'
150'
= STOP SIGN= MINIMUM TURN POCKET LENGTH150'
= NEW TRAFFIC SIGNAL= EXISTING LANE= LANE IMPROVEMENT= MINIMUM TURN POCKET LENGTH IMPROVEMENT Alternative 1
150'150'
100'
Alternative 2
150'150'
100'
Alternative 3
= NEW HALF TRAFFIC SIGNAL
100'
100'110' LEGEND:= EXISTING TRAFFIC SIGNAL
Table 8‐1
Delay2 Level of
Traffic NorthboundSouthbound East bound Westbound (secs.) Service # Intersection Control 3 LTRLTRLTRLTRA M P MA M P M
3P r i v a t e Driveway & Alessandro Bl.

E+P
‐ Staff Preferred Alternative CSS4 0 0 1 0 0 1 0 30 0 3 0 10.7 14.7 B B ‐ Alternative 1 TS5 0 0 1 0 0 1 130 0 30 1 . 1 1 . 0 A A ‐ Alternative 2 TS5 0 0 1 010130 0 30 1 . 2 1 . 0 A A
‐ Alternative 3 TS 0 0 1 010130130 1 . 2 1 . 0 A A
Opening Year Cumulative (2023)
‐ Staff Preferred Alternative CSS4 0 0 1 0 0 1 0 30 0 3 0 11.6 17.6 B C ‐ Alternative 1 TS5 0 0 1 0 0 1 130 0 30 1 . 2 1 . 0 A A ‐ Alternative 2 TS5 0 0 1 010130 0 30 1 . 2 1 . 0 A A
‐ Alternative 3 TS 0 0 1 010130130 1 . 3 1 . 0 A A
Horizon Year (2040)
‐ Staff Preferred Alternative CSS4 0 0 1 0 0 1 0 30 0 3 0 12.5 31.6 B D ‐ Alternative 1 TS5 0 0 1 0 0 1 130 0 30 2 . 0 1 . 1 A A ‐ Alternative 2 TS5 0 0 1 010130 0 30 2 . 0 1 . 1 A A
‐ Alternative 3 TS 0 0 1 010130130 2 . 0 1 . 1 A A
4D r i v e w a y 2/Vista Grande Dr. & Alessandro Bl.

E+P
‐ Staff Preferred Alternative TS 01d 1 1 0 1 30130 7 . 2 5 . 5 A A ‐ Alternative 1 TS 01d 1 1 0 1 30130 8 . 1 7 . 2 A A
‐ Alternative 2 TS 01d 1 1 00 4 0130 3 . 8 5 . 6 A A
‐ Alternative 3 TS 01d 1 1 0 1 30130 8 . 1 7 . 1 A A
Opening Year Cumulative (2023)
‐ Staff Preferred Alternative TS 01d 1 1 0 1 30130 7 . 8 9 . 5 A A ‐ Alternative 1 TS 01d 1 1 0 1 30130 9 . 0 8 . 3 A A
‐ Alternative 2 TS 01d 1 1 00 4 0130 4 . 1 6 . 1 A A
‐ Alternative 3 TS 01d 1 1 0 1 30130 8 . 1 8 . 1 A A
Horizon Year (2040)
‐ Staff Preferred Alternative TS 01d 1 1 0 1 301301 2 . 72 0 . 5 B C ‐ Alternative 1 TS 01d 1 1 0 1 301301 2 . 41 2 . 3 B B
‐ Alternative 2 TS 01d 1 1 00 4 0130 5 . 0 7 . 3 A A
‐ Alternative 3 TS 01d 1 1 0 1 301301 2 . 41 1 . 7 A B
1  When a right turn is designated, the lane can either be striped or unstriped.  To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.
2 Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control.  For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.
3 CSS = Cross‐street Stop; TS = Traffic Signal; TS = Improvement 4 Recommended improvement includes the elimination of the existing traffic and restricting the driveway access to right‐in/right‐out only. 5 Recommended improvement includes the modifying the existing traffic to allow no uncontrolled left turns.

Intersection Analysis for Alternative Configurations
Intersection Approach Lanes1
L  =  Left;  T  =  Through;  R  =  Right; > = Right‐Turn Overlap Phasing; d= Defacto Right Turn Lane; 1 = Improvement

Table 8‐2
AM PM
Private Driveway & Alessandro Bl.
‐ Staff Preferred Alternative
‐ Alternative 1 EBL 150 22 21 Yes Yes
‐ Alternative 2 EBL 150 42 27 Yes Yes
‐ Alternative 3 EBL 150 26 10 Yes Yes
WBL 110 68 28
Driveway 2/Vista Grande Dr. & Alessandro Bl.
‐ Staff Preferred Alternative EBL 100 16 24 Yes Yes
EBT 500 111 343 Yes Yes
WBL 150 56 50 Yes Yes
‐ Alternative 1 EBL 100 16 16 Yes Yes
EBT 500 66 332 Yes Yes
WBL 150 44 60 Yes Yes
‐ Alternative 2 EBT 500 59 189 Yes Yes
WBL 150 36 71 Yes Yes
‐ Alternative 3 EBL 100 22 20 Yes Yes
EBT 500 90 333 Yes Yes
WBL 150 56 63 Yes Yes
Peak Hour Queuing Summary for Alternative Configurations Intersection Movement
Available Stacking
Distance (Feet)
2040 With Project
95th Percentile Queue (Feet) Acceptable? 1
AM Peak Hour PM  Peak Hour
1  Stacking Distance is acceptable if the required stacking distance is less than or equal to the stacking distance provided.  An additional 15 feet of stacking which is assumed to be provided in the transition for turn pockets is reflected in the stacking distance shown in this table, where applicable.

No Applicable Turn Pockets

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9 LOCAL AND REGIONAL FUNDING MECHANISMS
Transportation improvements throughout the City of Riverside are funded through a combination of project improvements , fair share contributions or development impact fee programs, such as Transportation Uniform Mitigation Fee (TUMF) program or the City’s Development Impact Fee (DIF) program. Identification and timing of needed improvements is generally determined through local jurisdictions based upon a variety of factors.

9.1 TRANSPORTATION UNIFORM MITIGATION FEE (TUMF) PROGRAM In 2002, the TUMF program was initiated in Western Riverside County. City of Riverside participates in the TUMF program. Under the TUMF, developers of residential, industrial and commercial property are required to pay a development fee to fund regiona l transportation projects, which mitigates cumulative deficiencie s to the intersections included in the TUMF program. The TUMF funds both local and regional arterial projects. The applicant shall participate in the funding of off- site improvements, inclu ding traffic signals that are needed to serve cumulative traffic conditions through the payment of required Western Riverside County TUMF and other applicable fair share contributions, as directed by the City of Riverside. These fees are collected as part of a funding mechanism aimed at ensuring that regional highways and arterial expansions keep pace with the projected vehicle trip increases.

The TUMF program is administered by the WRCOG based upon a regional Nexus Study most recently updated in 2017 to address major changes in right of way acquisition and improvement cost factors. (11) This regional program was put into place to ensure that development pays its fair share and that funding is in place for constructi on of facilities needed to maintain the requisite level of service and critical to mobility in the region. TUMF is a truly regional mitigation fee program and is imposed and implemented in every jurisdiction in Western Riverside County.

TUMF guidelines em power a local zone committee to prioritize and arbitrate certain projects.

The Project is located in the Central Zone. The zone has developed a 5-year capital improvement program to prioritize public construction of certain roads. TUMF is focused on imp rovements necessitated by regional growth.

9.2 C

ITY OF RIVERSIDE DEVELOPMENT IMPACT FEE PROGRAM
The City of Riverside has created its own local DIF program to impose and collect fees from new residential, commercial and industrial development for the p urpose of funding roadways and intersections necessary to accommodate City growth as identified in the City’s General Plan Circulation Element. Under the City’s DIF program, the City may grant to developers a credit against specific components of fees whe n those developers construct certain facilities and landscaped medians identified in the list of improvements funded by the DIF program.

The timing to use the DIF fees is established through periodic capital improvement programs which are overseen by the City’s Public Works Department. Periodic traffic counts, review of traffic accidents, and a review of traffic trends throughout the City are also periodically performed by City staff and consultants. The City uses this data to determine the timing of Sycamore Hills Distribution Center Traffic Operations Analysis 12014-11 Report REV5
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implementing necessary improvements. The City also uses this data to ensure that the improvements are constructed before the LOS falls below the LOS performance standards adopted by the City. In this way, the improvements are constructed before the LOS falls below the City’s LOS performance standard.

The Project Applicant will be subject to the City’s DIF fee program and will pay the requisite City DIF fees at the rates then in effect pursuant to the City’s ordinance. The Project Applicant’s payment of the requisite DIF at the rates then in effect, pursuant to the City DIF Program, would satisfy the Project’s proportional improvement requirements at potentially affected DIF-funded facilities.

At the time of preparation of the traffic study, the City of Riverside does not currently maintain a list of DIF covered facilities.

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10 REFERENCES

1. City of Riverside. Traffic Impact Analysis Preparation Guide. City of Riverside : s.n., December 2017.

2. California Department of Transportation. Guide for the Preparation of Traffic Impact Studies.

December 2002.

3. Institute of Transportation Engineers. Trip Generation. 10th Edition. 2017.

4. City of Moreno Valley. City of Moreno Valley General Plan. Moreno Valley : s.n., July 11, 2006.

5. Transportation Research Board. Highway Capacity Manual (HCM) 6th Edition. s.l. : National Academy of Sciences.

6. California Department of Transportation. Manual on Uniform Traffic Control Devices (MUTCD). [book auth.] California Department of Transportation. California Manual on Uniform Traffic Control Devices (CAMUTCD). 2014.

7. VRPA Technologies, Inc. Final Traffic Impact Analysis Preparation Guide. March Joint Powers Authority :
s.n., August 3, 2011.

8. San Bernardino Associated Governments. Congestion Management Program for County of San Bernardino. County of San Bernardino : s.n., Updated December 2007.

9. Institute of Transportation Engineers. High Cube Warehouse Vehicle Trip Generation Analysis.

Washington, DC : Institute of Transportation Engineers, October 2016.

10. Southern California Association of Governments. 2016 Region al Transportation Plan/Sustainable Communities Strategy. April 2016.

11. Western Riverside Council of Governments. TUMF Nexus Study, 2016 Program Update. July 2017.

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APPENDIX 1.1:

APPROVED TRAFFIC STUDY SCOPING AGREEMENT

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1.1-1

1.1-2

1.1-3

1.1-4

1.1-5

1.1-6

1.1-7

1.1-8

1.1-9

1.1-10

1.1-11

1.1-12

1.1-13

1.1-14

1.1-15

1.1-16
Sycamore Hills Distribution Center Traffic Impact Analysis 12014-11 Report REV4
APPENDIX 1.2:

SITE ADJACENT QUEUING ANALYSIS WORKSHEETS

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Queuing and Blocking Report
Horizon Year (2040) With Project - AM Peak Hour WITH IMPROVEMENTS 08/11/2020 Sycamore Hills Distribution Center TIA (JN 12014) SimTraffic Report Urban Crossroads, Inc. Page 1
Intersection: 1: Barton St. & Driveway 1
Movement WB
Directions Served LR
Maximum Queue (ft) 31
Average Queue (ft) 5
95th Queue (ft) 24
Link Distance (ft) 688
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Barton St. & Alessandro Bl.

Movement EB EB EB EB WB WB WB WB WB NB NB SB
Directions Served L T T TR L T T T R LT R L
Maximum Queue (ft) 26 238 272 228 146 428 487 473 14 136 55 44 Average Queue (ft) 3 125 106 81 52 135 172 171 0 50 28 7 95th Queue (ft) 16 217 208 172 107 284 331 332 5 101 54 28 Link Distance (ft) 1616 1616 1616 592 592 592 592 1196 1196 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200 150
Storage Blk Time (%) 1 4
Queuing Penalty (veh) 0 2
Intersection: 2: Barton St. & Alessandro Bl.

Movement SB
Directions Served TR
Maximum Queue (ft) 42
Average Queue (ft) 4
95th Queue (ft) 19
Link Distance (ft) 674
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)

1.2-1
Queuing and Blocking Report
Horizon Year (2040) With Project - AM Peak Hour WITH IMPROVEMENTS 08/11/2020 Sycamore Hills Distribution Center TIA (JN 12014) SimTraffic Report Urban Crossroads, Inc. Page 2
Intersection: 3: Private Driveway & Alessandro Bl.

Movement WB NB
Directions Served TR R
Maximum Queue (ft) 42 31
Average Queue (ft) 1 8
95th Queue (ft) 14 30
Link Distance (ft) 528 346
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Vista Grande Dr. & Alessandro Bl.

Movement EB EB EB EB WB WB WB WB NB SB SB
Directions Served L T T TR L T T TR LTR L TR
Maximum Queue (ft) 28 137 140 153 72 173 187 210 52 37 31 Average Queue (ft) 3 34 47 30 19 64 67 59 19 11 2
95th Queue (ft) 16 93 111 91 56 168 180 161 45 33 12
Link Distance (ft) 528 528 528 2647 2647 2647 846 748
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 155 155 150
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Zone Summary
Zone wide Queuing Penalty: 2

1.2-2
Queuing and Blocking Report
Horizon Year (2040) With Project - PM Peak Hour WITH IMPROVEMENTS 08/11/2020 Sycamore Hills Distribution Center TIA (JN 12014) SimTraffic Report Urban Crossroads, Inc. Page 1
Intersection: 1: Barton St. & Driveway 1
Movement WB
Directions Served LR
Maximum Queue (ft) 31
Average Queue (ft) 13
95th Queue (ft) 39
Link Distance (ft) 588
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Barton St. & Alessandro Bl.

Movement EB EB EB EB WB WB WB WB WB NB NB SB
Directions Served L T T TR L T T T R LT R L
Maximum Queue (ft) 53 663 640 632 129 209 240 228 13 139 96 47 Average Queue (ft) 12 344 328 306 43 93 105 109 1 39 43 15 95th Queue (ft) 38 591 590 575 95 182 206 212 6 98 71 43 Link Distance (ft) 1616 1616 1616 598 598 598 598 1196 1196 Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200 150
Storage Blk Time (%) 17 1
Queuing Penalty (veh) 2 0
Intersection: 2: Barton St. & Alessandro Bl.

Movement SB
Directions Served TR
Maximum Queue (ft) 21
Average Queue (ft) 5
95th Queue (ft) 19
Link Distance (ft) 694
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)

1.2-3
Queuing and Blocking Report
Horizon Year (2040) With Project - PM Peak Hour WITH IMPROVEMENTS 08/11/2020 Sycamore Hills Distribution Center TIA (JN 12014) SimTraffic Report Urban Crossroads, Inc. Page 2
Intersection: 3: Private Driveway & Alessandro Bl.

Movement EB EB EB NB
Directions Served T T TR R
Maximum Queue (ft) 581 603 570 32
Average Queue (ft) 38 56 19 6
95th Queue (ft) 276 337 188 27
Link Distance (ft) 598 598 598 279
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Vista Grande Dr. & Alessandro Bl.

Movement EB EB EB EB WB WB WB WB NB SB SB
Directions Served L T T TR L T T TR LTR L TR
Maximum Queue (ft) 50 316 337 322 72 325 283 276 31 94 52 Average Queue (ft) 5 207 229 232 17 97 86 81 11 32 10
95th Queue (ft) 24 311 337 343 50 205 175 189 34 75 35
Link Distance (ft) 542 542 542 2632 2632 2632 839 778
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 155 155 150
Storage Blk Time (%) 6 2
Queuing Penalty (veh) 0 1
Zone Summary
Zone wide Queuing Penalty: 4

1.2-4
Sycamore Hills Distribution Center Traffic Impact Analysis 12014-11 Report
APPENDIX 3.1:

EXISTING TRAFFIC COUNTS – OCTOBER 2018

Sycamore Hills Distribution Center Traffic Impact Analysis 12014-11 Report
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City of Riverside
Alessandro Boulevard
B/ Barton Road - Vista Grande
24 Hour Directional Classification Count

RIVALBAVG
Site Code: 051-18807

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Eastbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/30/18 0 122 26 0 2 0 0 0 1 0 0 0 0 151
01:00 1 70 13 0 2 1 0 0 0 0 0 0 0 87
02:00 1 65 14 2 4 2 0 0 0 0 0 0 0 88
03:00 0 69 24 0 5 0 0 0 1 0 0 0 0 99
04:00 1 167 35 3 16 1 0 0 2 0 1 0 0 226
05:00 6 273 88 4 38 3 0 3 0 0 0 0 0 415
06:00 5 496 146 6 39 2 0 2 2 0 0 0 0 698
07:00 15 772 184 4 50 3 0 12 3 1 0 0 0 1044
08:00 11 716 209 4 46 3 2 13 2 0 0 0 0 1006
09:00 8 629 166 7 46 1 0 8 4 0 0 0 0 869
10:00 12 644 182 6 56 2 0 2 2 0 0 0 0 906
11:00 5 736 228 6 51 2 0 10 1 2 0 0 0 1041
12 PM 11 881 222 8 61 3 2 9 4 1 0 0 0 1202
13:00 9 900 218 10 50 4 2 5 2 1 0 2 0 1203
14:00 6 1022 268 2 62 4 0 20 0 0 1 0 0 1385
15:00 22 1262 309 4 81 3 0 26 1 2 1 0 0 1711
16:00 28 1563 375 3 87 5 0 17 0 6 0 1 0 2085
17:00 28 1735 322 3 73 4 2 27 0 3 1 1 0 2199
18:00 22 1428 329 2 94 4 1 7 1 0 0 0 0 1888
19:00 12 937 226 3 47 2 1 4 0 1 0 1 0 1234
20:00 3 623 189 2 36 0 0 6 0 0 0 0 0 859
21:00 11 479 97 1 20 0 0 0 1 0 0 0 0 609
22:00 2 288 70 0 5 0 0 0 0 0 0 0 0 365
23:00 3 200 39 0 6 0 0 0 1 0 0 0 0 249
Total 222 16077 3979 80 977 49 10 171 28 17 4 5 0 21619 Percent 1.0% 74.4% 18.4% 0.4% 4.5% 0.2% 0.0% 0.8% 0.1% 0.1% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 11:00 09:00 10:00 05:00 08:00 08:00 09:00 11:00 04:00 07:00 Vol. 15 772 228 7 56 3 2 13 4 2 1 1044
PM Peak 16:00 17:00 16:00 13:00 18:00 16:00 12:00 17:00 12:00 16:00 14:00 13:00 17:00 Vol. 28 1735 375 10 94 5 2 27 4 6 1 2 2199

Grand
Total 222 16077 3979 80 977 49 10 171 28 17 4 5 0 21619 Percent 1.0% 74.4% 18.4% 0.4% 4.5% 0.2% 0.0% 0.8% 0.1% 0.1% 0.0% 0.0% 0.0%

3.1-1

City of Riverside
Alessandro Boulevard
B/ Barton Road - Vista Grande
24 Hour Directional Classification Count

RIVALBAVG
Site Code: 051-18807

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Westbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/30/18 0 52 7 0 1 0 0 0 1 0 0 0 0 61
01:00 1 42 5 0 1 0 0 0 0 0 0 0 0 49
02:00 0 50 6 0 1 2 0 0 0 0 0 0 0 59
03:00 3 79 10 0 1 0 0 1 1 0 0 0 0 95
04:00 4 218 44 1 7 1 0 0 0 0 0 0 0 275
05:00 4 499 119 3 12 1 0 6 0 1 0 0 0 645
06:00 12 1100 172 4 27 9 1 12 4 3 0 1 0 1345
07:00 21 1237 170 2 29 9 0 4 5 2 2 1 0 1482
08:00 9 1153 153 8 28 7 2 5 5 1 1 0 0 1372
09:00 9 698 110 4 29 8 0 9 3 1 0 0 0 871
10:00 6 517 98 0 20 3 0 4 3 1 0 0 0 652
11:00 3 508 95 5 24 2 0 7 2 0 0 0 0 646
12 PM 2 576 76 5 14 6 0 8 1 0 0 0 0 688
13:00 5 675 125 8 27 4 0 9 2 1 1 0 0 857
14:00 5 730 130 8 36 3 0 9 1 0 1 0 1 924
15:00 2 873 146 7 29 5 0 10 1 2 0 0 0 1075
16:00 7 877 139 4 35 0 0 8 1 1 1 0 0 1073
17:00 5 779 109 1 29 2 1 5 0 0 0 0 0 931
18:00 10 558 79 2 14 1 0 2 0 0 0 1 0 667
19:00 5 351 49 3 7 0 1 1 0 0 0 0 0 417
20:00 4 248 39 2 9 0 0 0 0 0 0 0 0 302
21:00 1 207 23 2 3 0 0 0 1 0 0 0 0 237
22:00 1 125 14 1 1 1 0 0 1 0 0 0 0 144
23:00 0 105 7 0 1 0 0 0 0 0 0 0 0 113
Total 119 12257 1925 70 385 64 5 100 32 13 6 3 1 14980
Percent 0.8% 81.8% 12.9% 0.5% 2.6% 0.4% 0.0% 0.7% 0.2% 0.1% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 06:00 08:00 07:00 06:00 08:00 06:00 07:00 06:00 07:00 06:00 07:00 Vol. 21 1237 172 8 29 9 2 12 5 3 2 1 1482
PM Peak 18:00 16:00 15:00 13:00 14:00 12:00 17:00 15:00 13:00 15:00 13:00 18:00 14:00 15:00 Vol. 10 877 146 8 36 6 1 10 2 2 1 1 1 1075

Grand
Total 119 12257 1925 70 385 64 5 100 32 13 6 3 1 14980
Percent 0.8% 81.8% 12.9% 0.5% 2.6% 0.4% 0.0% 0.7% 0.2% 0.1% 0.0% 0.0% 0.0%

3.1-2

City of Riverside
Alessandro Boulevard
B/ Barton Road - Vista Grande
24 Hour Directional Classification Count

RIVALBAVG
Site Code: 051-18807

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Eastbound, Westbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 10/30/18 0 174 33 0 3 0 0 0 2 0 0 0 0 212
01:00 2 112 18 0 3 1 0 0 0 0 0 0 0 136
02:00 1 115 20 2 5 4 0 0 0 0 0 0 0 147
03:00 3 148 34 0 6 0 0 1 2 0 0 0 0 194
04:00 5 385 79 4 23 2 0 0 2 0 1 0 0 501
05:00 10 772 207 7 50 4 0 9 0 1 0 0 0 1060
06:00 17 1596 318 10 66 11 1 14 6 3 0 1 0 2043
07:00 36 2009 354 6 79 12 0 16 8 3 2 1 0 2526
08:00 20 1869 362 12 74 10 4 18 7 1 1 0 0 2378
09:00 17 1327 276 11 75 9 0 17 7 1 0 0 0 1740
10:00 18 1161 280 6 76 5 0 6 5 1 0 0 0 1558
11:00 8 1244 323 11 75 4 0 17 3 2 0 0 0 1687
12 PM 13 1457 298 13 75 9 2 17 5 1 0 0 0 1890
13:00 14 1575 343 18 77 8 2 14 4 2 1 2 0 2060
14:00 11 1752 398 10 98 7 0 29 1 0 2 0 1 2309
15:00 24 2135 455 11 110 8 0 36 2 4 1 0 0 2786
16:00 35 2440 514 7 122 5 0 25 1 7 1 1 0 3158
17:00 33 2514 431 4 102 6 3 32 0 3 1 1 0 3130
18:00 32 1986 408 4 108 5 1 9 1 0 0 1 0 2555
19:00 17 1288 275 6 54 2 2 5 0 1 0 1 0 1651
20:00 7 871 228 4 45 0 0 6 0 0 0 0 0 1161
21:00 12 686 120 3 23 0 0 0 2 0 0 0 0 846
22:00 3 413 84 1 6 1 0 0 1 0 0 0 0 509
23:00 3 305 46 0 7 0 0 0 1 0 0 0 0 362
Total 341 28334 5904 150 1362 113 15 271 60 30 10 8 1 36599 Percent 0.9% 77.4% 16.1% 0.4% 3.7% 0.3% 0.0% 0.7% 0.2% 0.1% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 08:00 08:00 07:00 07:00 08:00 08:00 07:00 06:00 07:00 06:00 07:00 Vol. 36 2009 362 12 79 12 4 18 8 3 2 1 2526
PM Peak 16:00 17:00 16:00 13:00 16:00 12:00 17:00 15:00 12:00 16:00 14:00 13:00 14:00 16:00 Vol. 35 2514 514 18 122 9 3 36 5 7 2 2 1 3158

Grand
Total 341 28334 5904 150 1362 113 15 271 60 30 10 8 1 36599 Percent 0.9% 77.4% 16.1% 0.4% 3.7% 0.3% 0.0% 0.7% 0.2% 0.1% 0.0% 0.0% 0.0%

3.1-3
File Name : 01_RIV_Barton St_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 2 0 2 6 635 2 0 643 33 1 9 4 43 1 237 5 1 243 5 931 936 07:15 AM 0 0 0 0 0 7 683 0 0 690 17 0 10 8 27 1 270 3 0 274 8 991 999 07:30 AM 1 1 1 0 3 7 568 0 0 575 14 0 10 7 24 3 286 2 0 291 7 893 900 07:45 AM 0 0 1 0 1 9 522 1 0 532 16 0 9 9 25 3 285 8 0 296 9 854 863 Total 1 1 4 0 6 29 2408 3 0 2440 80 1 38 28 119 8 1078 18 1 1104 29 3669 3698 08:00 AM 0 1 0 0 1 18 627 0 0 645 13 0 6 5 19 1 327 9 0 337 5 1002 1007 08:15 AM 3 0 5 1 8 11 606 3 0 620 13 0 8 6 21 4 258 6 1 268 8 917 925 08:30 AM 1 0 3 2 4 8 490 3 0 501 13 0 8 7 21 2 239 5 1 246 10 772 782 08:45 AM 1 0 0 0 1 8 475 1 0 484 8 1 3 3 12 1 205 3 0 209 3 706 709 Total 5 1 8 3 14 45 2198 7 0 2250 47 1 25 21 73 8 1029 23 2 1060 26 3397 3423 Grand Total 6 2 12 3 20 74 4606 10 0 4690 127 2 63 49 192 16 2107 41 3 2164 55 7066 7121 Apprch % 30 10 60 1.6 98.2 0.2 66.1 1 32.8 0.7 97.4 1.9 Total % 0.1 0 0.2 0.3 1 65.2 0.1 66.4 1.8 0 0.9 2.7 0.2 29.8 0.6 30.6 0.8 99.2 Passenger Vehicles 5 1 10 19 74 4534 9 4617 124 2 62 237 15 2063 40 2121 0 0 6994 % Passenger Vehicles 83.3 50 83.3 100 82.6 100 98.4 90 0 98.4 97.6 100 98.4 100 98.3 93.8 97.9 97.6 100 97.9 0 0 98.2 Large 2 Axle Vehicles 0 1 2 3 0 47 0 47 3 0 1 4 0 39 1 40 0 0 94 % Large 2 Axle Vehicles
0 50 16.7 0 13 0 1 0 0 1 2.4 0 1.6 0 1.7 0 1.9 2.4 0 1.8 0 0 1.3 3 Axle Vehicles 1 0 0 1 0 17 0 17 0 0 0 0 1 1 0 2 0 0 20 % 3 Axle Vehicles 16.7 0 0 0 4.3 0 0.4 0 0 0.4 0 0 0 0 0 6.2 0 0 0 0.1 0 0 0.3 4+ Axle Trucks 0 0 0 0 0 8 1 9 0 0 0 0 0 4 0 4 0 0 13 % 4+ Axle Trucks 0 0 0 0 0 0 0.2 10 0 0.2 0 0 0 0 0 0 0.2 0 0 0.2 0 0 0.2 Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 7 683 0 690 17 0 10 27 1 270 3 274 991 07:30 AM 1 1 1 3 7 568 0 575 14 0 10 24 3 286 2 291 893 07:45 AM 0 0 1 1 9 522 1 532 16 0 9 25 3 285 8 296 854
08:00 AM 0 1 0 1 18 627 0 645 13 0 6 19 1 327 9 337 1002 Total Volume 1 2 2 5 41 2400 1 2442 60 0 35 95 8 1168 22 1198 3740 % App. Total 20 40 40 1.7 98.3 0 63.2 0 36.8 0.7 97.5 1.8 PHF .250 .500 .500 .417 .569 .878 .250 .885 .882 .000 .875 .880 .667 .893 .611 .889 .933 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-4
File Name : 01_RIV_Barton St_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Alessandro Boulevard
Alessandro Boulevard
Barton Street
Right
2 Thru
2 Left
1 InOut Total
9 5 14
Right
1 Thru
2400
Left
41 OutTotal In
1204 2442 3646
Left
60 Thru
0 Right
35 Out TotalIn
65 95 160
Left
8 Thru
1168
Right
22 TotalOut In
2462 1198 3660
Peak Hour Begins at 07:15 AM

Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-5
File Name : 01_RIV_Barton St_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 07:15 AM 07:00 AM 07:15 AM
+0 mins. 0 0 1 1 7 683 0 690 33 1 9 43 1 270 3 274
+15 mins. 0 1 0 1 7 568 0 575 17 0 10 27 3 286 2 291
+30 mins. 3 0 5 8 9 522 1 532 14 0 10 24 3 285 8 296
+45 mins. 1 0 3 4 18 627 0 645 16 0 9 25 1 327 9 337
Total Volume 4 1 9 14 41 2400 1 2442 80 1 38 119 8 1168 22 1198 % App. Total 28.6 7.1 64.3 1.7 98.3 0 67.2 0.8 31.9 0.7 97.5 1.8 PHF .333 .250 .450 .438 .569 .878 .250 .885 .606 .250 .950 .692 .667 .893 .611 .889 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-6
File Name : 01_RIV_Barton St_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 2 0 2 6 630 2 0 638 33 1 8 4 42 1 233 5 1 239 5 921 926 07:15 AM 0 0 0 0 0 7 675 0 0 682 15 0 10 8 25 0 267 3 0 270 8 977 985 07:30 AM 1 0 0 0 1 7 557 0 0 564 14 0 10 7 24 3 277 2 0 282 7 871 878 07:45 AM 0 0 0 0 0 9 513 1 0 523 16 0 9 9 25 3 281 8 0 292 9 840 849 Total 1 0 2 0 3 29 2375 3 0 2407 78 1 37 28 116 7 1058 18 1 1083 29 3609 3638 08:00 AM 0 1 0 0 1 18 618 0 0 636 13 0 6 5 19 1 321 8 0 330 5 986 991 08:15 AM 2 0 5 1 7 11 599 3 0 613 13 0 8 6 21 4 248 6 1 258 8 899 907 08:30 AM 1 0 3 2 4 8 479 2 0 489 13 0 8 7 21 2 237 5 1 244 10 758 768 08:45 AM 1 0 0 0 1 8 463 1 0 472 7 1 3 3 11 1 199 3 0 203 3 687 690 Total 4 1 8 3 13 45 2159 6 0 2210 46 1 25 21 72 8 1005 22 2 1035 26 3330 3356 Grand Total 5 1 10 3 16 74 4534 9 0 4617 124 2 62 49 188 15 2063 40 3 2118 55 6939 6994 Apprch % 31.2 6.2 62.5 1.6 98.2 0.2 66 1.1 33 0.7 97.4 1.9 Total % 0.1 0 0.1 0.2 1.1 65.3 0.1 66.5 1.8 0 0.9 2.7 0.2 29.7 0.6 30.5 0.8 99.2 Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 7 675 0 682 15 0 10 25 0 267 3 270 977 07:30 AM 1 0 0 1 7 557 0 564 14 0 10 24 3 277 2 282 871 07:45 AM 0 0 0 0 9 513 1 523 16 0 9 25 3 281 8 292 840
08:00 AM 0 1 0 1 18 618 0 636 13 0 6 19 1 321 8 330 986 Total Volume 1 1 0 2 41 2363 1 2405 58 0 35 93 7 1146 21 1174 3674 % App. Total 50 50 0 1.7 98.3 0 62.4 0 37.6 0.6 97.6 1.8 PHF .250 .250 .000 .500 .569 .875 .250 .882 .906 .000 .875 .930 .583 .893 .656 .889 .932 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-7
File Name : 01_RIV_Barton St_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Alessandro Boulevard
Alessandro Boulevard
Barton Street
Right
0 Thru
1 Left
1 InOut Total
8 2 10
Right
1 Thru
2363
Left
41 OutTotal In
1182 2405 3587
Left
58 Thru
0 Right
35 Out TotalIn
63 93 156
Left
7 Thru
1146
Right
21 TotalOut In
2421 1174 3595
Peak Hour Begins at 07:15 AM

Passenger Vehicles
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-8
File Name : 01_RIV_Barton St_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 7 675 0 682 15 0 10 25 0 267 3 270
+15 mins. 1 0 0 1 7 557 0 564 14 0 10 24 3 277 2 282
+30 mins. 0 0 0 0 9 513 1 523 16 0 9 25 3 281 8 292
+45 mins. 0 1 0 1 18 618 0 636 13 0 6 19 1 321 8 330
Total Volume 1 1 0 2 41 2363 1 2405 58 0 35 93 7 1146 21 1174 % App. Total 50 50 0 1.7 98.3 0 62.4 0 37.6 0.6 97.6 1.8 PHF .250 .250 .000 .500 .569 .875 .250 .882 .906 .000 .875 .930 .583 .893 .656 .889 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-9
File Name : 01_RIV_Barton St_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 0 0 0 0 4 0 0 4 0 0 1 0 1 0 4 0 0 4 0 9 9 07:15 AM 0 0 0 0 0 0 6 0 0 6 2 0 0 0 2 0 3 0 0 3 0 11 11 07:30 AM 0 1 1 0 2 0 7 0 0 7 0 0 0 0 0 0 8 0 0 8 0 17 17 07:45 AM 0 0 1 0 1 0 6 0 0 6 0 0 0 0 0 0 4 0 0 4 0 11 11 Total 0 1 2 0 3 0 23 0 0 23 2 0 1 0 3 0 19 0 0 19 0 48 48 08:00 AM 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 6 1 0 7 0 12 12 08:15 AM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 9 0 0 9 0 13 13 08:30 AM 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 1 0 0 1 0 9 9 08:45 AM 0 0 0 0 0 0 7 0 0 7 1 0 0 0 1 0 4 0 0 4 0 12 12 Total 0 0 0 0 0 0 24 0 0 24 1 0 0 0 1 0 20 1 0 21 0 46 46 Grand Total 0 1 2 0 3 0 47 0 0 47 3 0 1 0 4 0 39 1 0 40 0 94 94 Apprch % 0 33.3 66.7 0 100 0 75 0 25 0 97.5 2.5
Total % 0 1.1 2.1 3.2 0 50 0 50 3.2 0 1.1 4.3 0 41.5 1.1 42.6 0 100 Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 6 0 6 2 0 0 2 0 3 0 3 11
07:30 AM 0 1 1 2 0 7 0 7 0 0 0 0 0 8 0 8 17
07:45 AM 0 0 1 1 0 6 0 6 0 0 0 0 0 4 0 4 11
08:00 AM 0 0 0 0 0 5 0 5 0 0 0 0 0 6 1 7 12
Total Volume 0 1 2 3 0 24 0 24 2 0 0 2 0 21 1 22 51
% App. Total 0 33.3 66.7 0 100 0 100 0 0 0 95.5 4.5
PHF .000 .250 .500 .375 .000 .857 .000 .857 .250 .000 .000 .250 .000 .656 .250 .688 .750 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-10
File Name : 01_RIV_Barton St_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Alessandro Boulevard
Alessandro Boulevard
Barton Street
Right
2 Thru
1 Left
0 InOut Total
0 3 3
Right
0 Thru
24 Left
0 OutTotal In
21 24 45
Left
2 Thru
0 Right
0 Out TotalIn
2 2 4
Left
0 Thru
21 Right
1 TotalOut In
28 22 50
Peak Hour Begins at 07:15 AM

Large 2 Axle Vehicles
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-11
File Name : 01_RIV_Barton St_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 6 0 6 2 0 0 2 0 3 0 3
+15 mins. 0 1 1 2 0 7 0 7 0 0 0 0 0 8 0 8
+30 mins. 0 0 1 1 0 6 0 6 0 0 0 0 0 4 0 4
+45 mins. 0 0 0 0 0 5 0 5 0 0 0 0 0 6 1 7
Total Volume 0 1 2 3 0 24 0 24 2 0 0 2 0 21 1 22
% App. Total 0 33.3 66.7 0 100 0 100 0 0 0 95.5 4.5
PHF .000 .250 .500 .375 .000 .857 .000 .857 .250 .000 .000 .250 .000 .656 .250 .688 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-12
File Name : 01_RIV_Barton St_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- 3 Axle Vehicles
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 07:15 AM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 1 0 0 0 1 0 3 3 07:30 AM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 1 0 0 1 0 4 4 07:45 AM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 2 2 Total 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 1 1 0 0 2 0 10 10 08:00 AM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 0 0 0 4 4 08:15 AM 1 0 0 0 1 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 2 2 08:30 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 08:45 AM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 3 3 Total 1 0 0 0 1 0 9 0 0 9 0 0 0 0 0 0 0 0 0 0 0 10 10 Grand Total 1 0 0 0 1 0 17 0 0 17 0 0 0 0 0 1 1 0 0 2 0 20 20 Apprch % 100 0 0 0 100 0 0 0 0 50 50 0
Total % 5 0 0 5 0 85 0 85 0 0 0 0 5 5 0 10 0 100
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 1 0 0 1 3
07:30 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 1 0 1 4
07:45 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2
08:00 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 0 0 0 4
Total Volume 0 0 0 0 0 11 0 11 0 0 0 0 1 1 0 2 13
% App. Total 0 0 0 0 100 0 0 0 0 50 50 0
PHF .000 .000 .000 .000 .000 .688 .000 .688 .000 .000 .000 .000 .250 .250 .000 .500 .813 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-13
File Name : 01_RIV_Barton St_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Alessandro Boulevard
Alessandro Boulevard
Barton Street
Right
0 Thru
0 Left
0 InOut Total
1 0 1
Right
0 Thru
11 Left
0 OutTotal In
1 11 12
Left
0 Thru
0 Right
0 Out TotalIn
0 0 0
Left
1 Thru
1 Right
0 TotalOut In
11 2 13
Peak Hour Begins at 07:15 AM

3 Axle Vehicles
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-14
File Name : 01_RIV_Barton St_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 2 0 2 0 0 0 0 1 0 0 1
+15 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 1 0 1
+30 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 4 0 4 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 11 0 11 0 0 0 0 1 1 0 2
% App. Total 0 0 0 0 100 0 0 0 0 50 50 0
PHF .000 .000 .000 .000 .000 .688 .000 .688 .000 .000 .000 .000 .250 .250 .000 .500 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-15
File Name : 01_RIV_Barton St_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- 4+ Axle Trucks
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 07:45 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 Total 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 2 2 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 0 3 3 08:30 AM 0 0 0 0 0 0 2 1 0 3 0 0 0 0 0 0 1 0 0 1 0 4 4 08:45 AM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2 0 4 4 Total 0 0 0 0 0 0 6 1 0 7 0 0 0 0 0 0 4 0 0 4 0 11 11 Grand Total 0 0 0 0 0 0 8 1 0 9 0 0 0 0 0 0 4 0 0 4 0 13 13 Apprch % 0 0 0 0 88.9 11.1 0 0 0 0 100 0
Total % 0 0 0 0 0 61.5 7.7 69.2 0 0 0 0 0 30.8 0 30.8 0 100 Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
07:45 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2
% App. Total 0 0 0 0 100 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 .000 .000 .000 .000 .500 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-16
File Name : 01_RIV_Barton St_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Alessandro Boulevard
Alessandro Boulevard
Barton Street
Right
0 Thru
0 Left
0 InOut Total
0 0 0
Right
0 Thru
2 Left
0 OutTotal In
0 2 2
Left
0 Thru
0 Right
0 Out TotalIn
0 0 0
Left
0 Thru
0 Right
0 TotalOut In
2 0 2
Peak Hour Begins at 07:15 AM

4+ Axle Trucks
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-17
File Name : 01_RIV_Barton St_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 100 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-18
File Name : 01_RIV_Barton_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 02:00 PM 2 0 4 4 6 11 502 3 1 516 11 0 6 2 17 6 448 15 0 469 7 1008 1015 02:15 PM 2 0 6 5 8 12 478 3 0 493 7 0 6 6 13 1 501 9 1 511 12 1025 1037 02:30 PM 5 0 9 9 14 13 440 0 0 453 12 0 5 4 17 1 603 8 1 612 14 1096 1110 02:45 PM 2 0 2 2 4 15 428 0 0 443 21 0 12 10 33 3 492 7 0 502 12 982 994 Total 11 0 21 20 32 51 1848 6 1 1905 51 0 29 22 80 11 2044 39 2 2094 45 4111 4156 03:00 PM 1 0 1 1 2 8 469 1 0 478 13 0 5 5 18 2 564 10 0 576 6 1074 1080 03:15 PM 0 0 0 0 0 9 432 0 0 441 8 0 5 2 13 0 564 14 1 578 3 1032 1035 03:30 PM 0 0 1 1 1 10 405 1 0 416 14 0 6 4 20 3 498 14 0 515 5 952 957 03:45 PM 1 0 1 0 2 13 369 1 0 383 15 0 8 8 23 0 594 11 1 605 9 1013 1022 Total 2 0 3 2 5 40 1675 3 0 1718 50 0 24 19 74 5 2220 49 2 2274 23 4071 4094 Grand Total 13 0 24 22 37 91 3523 9 1 3623 101 0 53 41 154 16 4264 88 4 4368 68 8182 8250 Apprch % 35.1 0 64.9 2.5 97.2 0.2 65.6 0 34.4 0.4 97.6 2 Total % 0.2 0 0.3 0.5 1.1 43.1 0.1 44.3 1.2 0 0.6 1.9 0.2 52.1 1.1 53.4 0.8 99.2 Passenger Vehicles 13 0 23 58 90 3484 9 3584 101 0 52 193 15 4210 86 4315 0 0 8150 % Passenger Vehicles 100 0 95.8 100 98.3 98.9 98.9 100 100 98.9 100 0 98.1 97.6 99 93.8 98.7 97.7 100 98.7 0 0 98.8 Large 2 Axle Vehicles 0 0 1 1 1 29 0 30 0 0 1 2 1 42 2 45 0 0 78 % Large 2 Axle Vehicles
0 0 4.2 0 1.7 1.1 0.8 0 0 0.8 0 0 1.9 2.4 1 6.2 1 2.3 0 1 0 0 0.9 3 Axle Vehicles 0 0 0 0 0 5 0 5 0 0 0 0 0 8 0 8 0 0 13 % 3 Axle Vehicles 0 0 0 0 0 0 0.1 0 0 0.1 0 0 0 0 0 0 0.2 0 0 0.2 0 0 0.2 4+ Axle Trucks 0 0 0 0 0 5 0 5 0 0 0 0 0 4 0 4 0 0 9 % 4+ Axle Trucks 0 0 0 0 0 0 0.1 0 0 0.1 0 0 0 0 0 0 0.1 0 0 0.1 0 0 0.1 Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:00 PM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM
02:30 PM 5 0 9 14 13 440 0 453 12 0 5 17 1 603 8 612 1096 02:45 PM 2 0 2 4 15 428 0 443 21 0 12 33 3 492 7 502 982 03:00 PM 1 0 1 2 8 469 1 478 13 0 5 18 2 564 10 576 1074 03:15 PM 0 0 0 0 9 432 0 441 8 0 5 13 0 564 14 578 1032 Total Volume 8 0 12 20 45 1769 1 1815 54 0 27 81 6 2223 39 2268 4184 % App. Total 40 0 60 2.5 97.5 0.1 66.7 0 33.3 0.3 98 1.7 PHF .400 .000 .333 .357 .750 .943 .250 .949 .643 .000 .563 .614 .500 .922 .696 .926 .954 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-19
File Name : 01_RIV_Barton_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Alessandro Boulevard
Alessandro Boulevard
Barton Street
Right
12 Thru
0 Left
8 InOut Total
7 20 27
Right
1 Thru
1769
Left
45 OutTotal In
2258 1815 4073
Left
54 Thru
0 Right
27 Out TotalIn
84 81 165
Left
6 Thru
2223
Right
39 TotalOut In
1835 2268 4103
Peak Hour Begins at 02:30 PM

Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-20
File Name : 01_RIV_Barton_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:00 PM to 03:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
02:00 PM 02:00 PM 02:45 PM 03:00 PM
+0 mins. 2 0 4 6 11 502 3 516 21 0 12 33 2 564 10 576
+15 mins. 2 0 6 8 12 478 3 493 13 0 5 18 0 564 14 578
+30 mins. 5 0 9 14 13 440 0 453 8 0 5 13 3 498 14 515
+45 mins. 2 0 2 4 15 428 0 443 14 0 6 20 0 594 11 605
Total Volume 11 0 21 32 51 1848 6 1905 56 0 28 84 5 2220 49 2274 % App. Total 34.4 0 65.6 2.7 97 0.3 66.7 0 33.3 0.2 97.6 2.2 PHF .550 .000 .583 .571 .850 .920 .500 .923 .667 .000 .583 .636 .417 .934 .875 .940 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-21
File Name : 01_RIV_Barton_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 02:00 PM 2 0 4 4 6 11 490 3 1 504 11 0 6 2 17 5 439 15 0 459 7 986 993 02:15 PM 2 0 5 5 7 12 471 3 0 486 7 0 6 6 13 1 497 9 1 507 12 1013 1025 02:30 PM 5 0 9 9 14 13 437 0 0 450 12 0 5 4 17 1 595 7 1 603 14 1084 1098 02:45 PM 2 0 2 2 4 15 425 0 0 440 21 0 12 10 33 3 485 7 0 495 12 972 984 Total 11 0 20 20 31 51 1823 6 1 1880 51 0 29 22 80 10 2016 38 2 2064 45 4055 4100 03:00 PM 1 0 1 1 2 8 465 1 0 474 13 0 4 4 17 2 564 9 0 575 5 1068 1073 03:15 PM 0 0 0 0 0 9 430 0 0 439 8 0 5 2 13 0 553 14 1 567 3 1019 1022 03:30 PM 0 0 1 1 1 10 399 1 0 410 14 0 6 4 20 3 492 14 0 509 5 940 945 03:45 PM 1 0 1 0 2 12 367 1 0 380 15 0 8 8 23 0 585 11 1 596 9 1001 1010 Total 2 0 3 2 5 39 1661 3 0 1703 50 0 23 18 73 5 2194 48 2 2247 22 4028 4050 Grand Total 13 0 23 22 36 90 3484 9 1 3583 101 0 52 40 153 15 4210 86 4 4311 67 8083 8150 Apprch % 36.1 0 63.9 2.5 97.2 0.3 66 0 34 0.3 97.7 2 Total % 0.2 0 0.3 0.4 1.1 43.1 0.1 44.3 1.2 0 0.6 1.9 0.2 52.1 1.1 53.3 0.8 99.2 Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 03:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM
02:30 PM 5 0 9 14 13 437 0 450 12 0 5 17 1 595 7 603 1084 02:45 PM 2 0 2 4 15 425 0 440 21 0 12 33 3 485 7 495 972 03:00 PM 1 0 1 2 8 465 1 474 13 0 4 17 2 564 9 575 1068 03:15 PM 0 0 0 0 9 430 0 439 8 0 5 13 0 553 14 567 1019 Total Volume 8 0 12 20 45 1757 1 1803 54 0 26 80 6 2197 37 2240 4143 % App. Total 40 0 60 2.5 97.4 0.1 67.5 0 32.5 0.3 98.1 1.7 PHF .400 .000 .333 .357 .750 .945 .250 .951 .643 .000 .542 .606 .500 .923 .661 .929 .955 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-22
File Name : 01_RIV_Barton_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Alessandro Boulevard
Alessandro Boulevard
Barton Street
Right
12 Thru
0 Left
8 InOut Total
7 20 27
Right
1 Thru
1757
Left
45 OutTotal In
2231 1803 4034
Left
54 Thru
0 Right
26 Out TotalIn
82 80 162
Left
6 Thru
2197
Right
37 TotalOut In
1823 2240 4063
Peak Hour Begins at 02:30 PM

Passenger Vehicles
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-23
File Name : 01_RIV_Barton_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 03:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
02:30 PM 02:30 PM 02:30 PM 02:30 PM
+0 mins. 5 0 9 14 13 437 0 450 12 0 5 17 1 595 7 603
+15 mins. 2 0 2 4 15 425 0 440 21 0 12 33 3 485 7 495
+30 mins. 1 0 1 2 8 465 1 474 13 0 4 17 2 564 9 575
+45 mins. 0 0 0 0 9 430 0 439 8 0 5 13 0 553 14 567
Total Volume 8 0 12 20 45 1757 1 1803 54 0 26 80 6 2197 37 2240 % App. Total 40 0 60 2.5 97.4 0.1 67.5 0 32.5 0.3 98.1 1.7 PHF .400 .000 .333 .357 .750 .945 .250 .951 .643 .000 .542 .606 .500 .923 .661 .929 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-24
File Name : 01_RIV_Barton_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 02:00 PM 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 1 8 0 0 9 0 19 19 02:15 PM 0 0 1 0 1 0 4 0 0 4 0 0 0 0 0 0 2 0 0 2 0 7 7 02:30 PM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 5 1 0 6 0 8 8 02:45 PM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 4 0 0 4 0 7 7 Total 0 0 1 0 1 0 19 0 0 19 0 0 0 0 0 1 19 1 0 21 0 41 41 03:00 PM 0 0 0 0 0 0 2 0 0 2 0 0 1 1 1 0 0 1 0 1 1 4 5 03:15 PM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 9 0 0 9 0 11 11 03:30 PM 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 5 0 0 5 0 10 10 03:45 PM 0 0 0 0 0 1 1 0 0 2 0 0 0 0 0 0 9 0 0 9 0 11 11 Total 0 0 0 0 0 1 10 0 0 11 0 0 1 1 1 0 23 1 0 24 1 36 37 Grand Total 0 0 1 0 1 1 29 0 0 30 0 0 1 1 1 1 42 2 0 45 1 77 78 Apprch % 0 0 100 3.3 96.7 0 0 0 100 2.2 93.3 4.4
Total % 0 0 1.3 1.3 1.3 37.7 0 39 0 0 1.3 1.3 1.3 54.5 2.6 58.4 1.3 98.7 Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 03:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM
02:30 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 5 1 6 8
02:45 PM 0 0 0 0 0 3 0 3 0 0 0 0 0 4 0 4 7
03:00 PM 0 0 0 0 0 2 0 2 0 0 1 1 0 0 1 1 4
03:15 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 9 0 9 11
Total Volume 0 0 0 0 0 9 0 9 0 0 1 1 0 18 2 20 30
% App. Total 0 0 0 0 100 0 0 0 100 0 90 10
PHF .000 .000 .000 .000 .000 .750 .000 .750 .000 .000 .250 .250 .000 .500 .500 .556 .682 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-25
File Name : 01_RIV_Barton_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Alessandro Boulevard
Alessandro Boulevard
Barton Street
Right
0 Thru
0 Left
0 InOut Total
0 0 0
Right
0 Thru
9 Left
0 OutTotal In
19 9 28
Left
0 Thru
0 Right
1 Out TotalIn
2 1 3
Left
0 Thru
18 Right
2 TotalOut In
9 20 29
Peak Hour Begins at 02:30 PM

Large 2 Axle Vehicles
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-26
File Name : 01_RIV_Barton_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 03:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
02:30 PM 02:30 PM 02:30 PM 02:30 PM
+0 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 5 1 6
+15 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 4 0 4
+30 mins. 0 0 0 0 0 2 0 2 0 0 1 1 0 0 1 1
+45 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 9 0 9
Total Volume 0 0 0 0 0 9 0 9 0 0 1 1 0 18 2 20
% App. Total 0 0 0 0 100 0 0 0 100 0 90 10
PHF .000 .000 .000 .000 .000 .750 .000 .750 .000 .000 .250 .250 .000 .500 .500 .556 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-27
File Name : 01_RIV_Barton_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- 3 Axle Vehicles
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 02:00 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 02:15 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 2 2 02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 1 1 02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 0 3 3 Total 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 5 0 0 5 0 7 7 03:00 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 2 2 03:30 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 2 2 03:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 Total 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 3 0 0 3 0 6 6 Grand Total 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 8 0 0 8 0 13 13 Apprch % 0 0 0 0 100 0 0 0 0 0 100 0
Total % 0 0 0 0 0 38.5 0 38.5 0 0 0 0 0 61.5 0 61.5 0 100 Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 03:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 3
03:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2
Total Volume 0 0 0 0 0 1 0 1 0 0 0 0 0 6 0 6 7
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 .000 .500 .000 .500 .583 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-28
File Name : 01_RIV_Barton_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Alessandro Boulevard
Alessandro Boulevard
Barton Street
Right
0 Thru
0 Left
0 InOut Total
0 0 0
Right
0 Thru
1 Left
0 OutTotal In
6 1 7
Left
0 Thru
0 Right
0 Out TotalIn
0 0 0
Left
0 Thru
6 Right
0 TotalOut In
1 6 7
Peak Hour Begins at 02:30 PM

3 Axle Vehicles
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-29
File Name : 01_RIV_Barton_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 03:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
02:30 PM 02:30 PM 02:30 PM 02:30 PM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3
+30 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2
Total Volume 0 0 0 0 0 1 0 1 0 0 0 0 0 6 0 6
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 .000 .500 .000 .500 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-30
File Name : 01_RIV_Barton_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- 4+ Axle Trucks
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 02:00 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 2 2 02:15 PM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 0 3 3 02:30 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 0 3 3 02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 4 0 0 4 0 8 8 03:00 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 Grand Total 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 4 0 0 4 0 9 9 Apprch % 0 0 0 0 100 0 0 0 0 0 100 0
Total % 0 0 0 0 0 55.6 0 55.6 0 0 0 0 0 44.4 0 44.4 0 100 Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 03:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM
02:30 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 2 0 2 3
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2 4
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 .000 .250 .000 .250 .333 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-31
File Name : 01_RIV_Barton_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Alessandro Boulevard
Alessandro Boulevard
Barton Street
Right
0 Thru
0 Left
0 InOut Total
0 0 0
Right
0 Thru
2 Left
0 OutTotal In
2 2 4
Left
0 Thru
0 Right
0 Out TotalIn
0 0 0
Left
0 Thru
2 Right
0 TotalOut In
2 2 4
Peak Hour Begins at 02:30 PM

4+ Axle Trucks
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-32
File Name : 01_RIV_Barton_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Barton Street
E/W: Alessandro Boulevard
Weather: Clear
Barton Street
Southbound
Alessandro Boulevard
Westbound
Barton Street
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 03:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
02:30 PM 02:30 PM 02:30 PM 02:30 PM
+0 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 2 0 2
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 .000 .250 .000 .250 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-33
Location:  Date: 10/25/2018
N/S:  Day: Thursday
E/W:

North Leg East Leg South Leg West Leg
Barton Street Alessandro Boulevard Barton Street Alessandro Boulevard Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0100 1
0000 0
0100 1
North Leg East Leg South Leg West Leg
Barton Street Alessandro Boulevard Barton Street Alessandro Boulevard Pedestrians Pedestrians Pedestrians Pedestrians
0100 1
0010 1
0000 0
0000 0
0200 2
0100 1
0000 0
0000 0
0410 5
3:15 PM
3:30 PM
3:45 PM
TOTAL VOLUMES:
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Riverside
Barton Street
Alessandro Boulevard

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268

3.1-34
Location:  Date: 10/25/2018
N/S:  Day: Thursday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000000000 0
000000000000 0
000000010100 2
070000000000 7
000000000000 0
000000000000 0
010000000000 1
080000010100 1 0
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 010000010010 3
040000000000 4
000000001000 1
000000000000 0
010000000000 1
000000000000 0
000000010010 2
000000000000 0
060000021020 1 1
Alessandro Boulevard
TOTAL VOLUMES:

Barton Street Alessandro Boulevard Barton Street Alessandro Boulevard Southbound Westbound Northbound Eastbound
3:30 PM
3:45 PM
Barton Street Alessandro Boulevard Barton Street
Eastbound
TOTAL VOLUMES:
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
3:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Alessandro Boulevard
Barton Street
Riverside

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268

3.1-35
File Name : 02_RIV_Private DW_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 0 0 0 0 635 0 0 635 0 0 2 2 2 0 244 0 0 244 2 881 883 07:15 AM 0 0 0 0 0 0 681 0 0 681 1 0 1 1 2 0 280 1 0 281 1 964 965 07:30 AM 0 0 0 0 0 0 560 0 0 560 0 0 2 2 2 0 291 1 0 292 2 854 856 07:45 AM 0 0 0 0 0 1 513 0 0 514 0 0 0 0 0 2 282 1 0 285 0 799 799 Total 0 0 0 0 0 1 2389 0 0 2390 1 0 5 5 6 2 1097 3 0 1102 5 3498 3503 08:00 AM 0 0 0 0 0 1 641 0 0 642 2 0 0 0 2 3 328 2 0 333 0 977 977 08:15 AM 0 0 0 0 0 0 610 0 0 610 1 0 0 0 1 0 270 0 0 270 0 881 881 08:30 AM 0 0 0 0 0 1 480 0 0 481 1 0 0 0 1 2 239 0 0 241 0 723 723 08:45 AM 0 0 0 0 0 1 474 0 0 475 2 0 0 0 2 2 213 0 0 215 0 692 692 Total 0 0 0 0 0 3 2205 0 0 2208 6 0 0 0 6 7 1050 2 0 1059 0 3273 3273 Grand Total 0 0 0 0 0 4 4594 0 0 4598 7 0 5 5 12 9 2147 5 0 2161 5 6771 6776 Apprch % 0 0 0 0.1 99.9 0 58.3 0 41.7 0.4 99.4 0.2
Total % 0 0 0 0 0.1 67.8 0 67.9 0.1 0 0.1 0.2 0.1 31.7 0.1 31.9 0.1 99.9 Passenger Vehicles 0 0 0 0 4 4520 0 4524 7 0 4 15 9 2100 5 2114 0 0 6653 % Passenger Vehicles 0 0 0 0 0 100 98.4 0 0 98.4 100 0 80 80 88.2 100 97.8 100 0 97.8 0 0 98.2 Large 2 Axle Vehicles 0 0 0 0 0 47 0 47 0 0 1 2 0 41 0 41 0 0 90 % Large 2 Axle Vehicles
0 0 0 0 0 0 1 0 0 1 0 0 20 20 11.8 0 1.9 0 0 1.9 0 0 1.3 3 Axle Vehicles 0 0 0 0 0 19 0 19 0 0 0 0 0 2 0 2 0 0 21 % 3 Axle Vehicles 0 0 0 0 0 0 0.4 0 0 0.4 0 0 0 0 0 0 0.1 0 0 0.1 0 0 0.3 4+ Axle Trucks 0 0 0 0 0 8 0 8 0 0 0 0 0 4 0 4 0 0 12 % 4+ Axle Trucks 0 0 0 0 0 0 0.2 0 0 0.2 0 0 0 0 0 0 0.2 0 0 0.2 0 0 0.2 Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 681 0 681 1 0 1 2 0 280 1 281 964
07:30 AM 0 0 0 0 0 560 0 560 0 0 2 2 0 291 1 292 854
07:45 AM 0 0 0 0 1 513 0 514 0 0 0 0 2 282 1 285 799
08:00 AM 0 0 0 0 1 641 0 642 2 0 0 2 3 328 2 333 977
Total Volume 0 0 0 0 2 2395 0 2397 3 0 3 6 5 1181 5 1191 3594 % App. Total 0 0 0 0.1 99.9 0 50 0 50 0.4 99.2 0.4
PHF .000 .000 .000 .000 .500 .879 .000 .880 .375 .000 .375 .750 .417 .900 .625 .894 .920 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-36
File Name : 02_RIV_Private DW_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Alessandro Boulevard
Alessandro Boulevard
Private Driveway
Right
0 Thru
0 Left
0 InOut Total
5 0 5
Right
0 Thru
2395
Left
2 OutTotal In
1184 2397 3581
Left
3 Thru
0 Right
3 Out TotalIn
7 6 13
Left
5 Thru
1181
Right
5 TotalOut In
2398 1191 3589
Peak Hour Begins at 07:15 AM

Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-37
File Name : 02_RIV_Private DW_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:15 AM 07:00 AM 07:15 AM
+0 mins. 0 0 0 0 0 681 0 681 0 0 2 2 0 280 1 281
+15 mins. 0 0 0 0 0 560 0 560 1 0 1 2 0 291 1 292
+30 mins. 0 0 0 0 1 513 0 514 0 0 2 2 2 282 1 285
+45 mins. 0 0 0 0 1 641 0 642 0 0 0 0 3 328 2 333
Total Volume 0 0 0 0 2 2395 0 2397 1 0 5 6 5 1181 5 1191 % App. Total 0 0 0 0.1 99.9 0 16.7 0 83.3 0.4 99.2 0.4 PHF .000 .000 .000 .000 .500 .879 .000 .880 .250 .000 .625 .750 .417 .900 .625 .894 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-38
File Name : 02_RIV_Private DW_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 0 0 0 0 630 0 0 630 0 0 1 1 1 0 239 0 0 239 1 870 871 07:15 AM 0 0 0 0 0 0 673 0 0 673 1 0 1 1 2 0 277 1 0 278 1 953 954 07:30 AM 0 0 0 0 0 0 549 0 0 549 0 0 2 2 2 0 282 1 0 283 2 834 836 07:45 AM 0 0 0 0 0 1 504 0 0 505 0 0 0 0 0 2 279 1 0 282 0 787 787 Total 0 0 0 0 0 1 2356 0 0 2357 1 0 4 4 5 2 1077 3 0 1082 4 3444 3448 08:00 AM 0 0 0 0 0 1 630 0 0 631 2 0 0 0 2 3 320 2 0 325 0 958 958 08:15 AM 0 0 0 0 0 0 604 0 0 604 1 0 0 0 1 0 259 0 0 259 0 864 864 08:30 AM 0 0 0 0 0 1 468 0 0 469 1 0 0 0 1 2 237 0 0 239 0 709 709 08:45 AM 0 0 0 0 0 1 462 0 0 463 2 0 0 0 2 2 207 0 0 209 0 674 674 Total 0 0 0 0 0 3 2164 0 0 2167 6 0 0 0 6 7 1023 2 0 1032 0 3205 3205 Grand Total 0 0 0 0 0 4 4520 0 0 4524 7 0 4 4 11 9 2100 5 0 2114 4 6649 6653 Apprch % 0 0 0 0.1 99.9 0 63.6 0 36.4 0.4 99.3 0.2
Total % 0 0 0 0 0.1 68 0 68 0.1 0 0.1 0.2 0.1 31.6 0.1 31.8 0.1 99.9 Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 673 0 673 1 0 1 2 0 277 1 278 953
07:30 AM 0 0 0 0 0 549 0 549 0 0 2 2 0 282 1 283 834
07:45 AM 0 0 0 0 1 504 0 505 0 0 0 0 2 279 1 282 787
08:00 AM 0 0 0 0 1 630 0 631 2 0 0 2 3 320 2 325 958
Total Volume 0 0 0 0 2 2356 0 2358 3 0 3 6 5 1158 5 1168 3532 % App. Total 0 0 0 0.1 99.9 0 50 0 50 0.4 99.1 0.4
PHF .000 .000 .000 .000 .500 .875 .000 .876 .375 .000 .375 .750 .417 .905 .625 .898 .922 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-39
File Name : 02_RIV_Private DW_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Alessandro Boulevard
Alessandro Boulevard
Private Driveway
Right
0 Thru
0 Left
0 InOut Total
5 0 5
Right
0 Thru
2356
Left
2 OutTotal In
1161 2358 3519
Left
3 Thru
0 Right
3 Out TotalIn
7 6 13
Left
5 Thru
1158
Right
5 TotalOut In
2359 1168 3527
Peak Hour Begins at 07:15 AM

Passenger Vehicles
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-40
File Name : 02_RIV_Private DW_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 673 0 673 1 0 1 2 0 277 1 278
+15 mins. 0 0 0 0 0 549 0 549 0 0 2 2 0 282 1 283
+30 mins. 0 0 0 0 1 504 0 505 0 0 0 0 2 279 1 282
+45 mins. 0 0 0 0 1 630 0 631 2 0 0 2 3 320 2 325
Total Volume 0 0 0 0 2 2356 0 2358 3 0 3 6 5 1158 5 1168 % App. Total 0 0 0 0.1 99.9 0 50 0 50 0.4 99.1 0.4
PHF .000 .000 .000 .000 .500 .875 .000 .876 .375 .000 .375 .750 .417 .905 .625 .898 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-41
File Name : 02_RIV_Private DW_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 0 0 0 0 4 0 0 4 0 0 1 1 1 0 5 0 0 5 1 10 11 07:15 AM 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 3 0 0 3 0 9 9 07:30 AM 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 8 0 0 8 0 15 15 07:45 AM 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 3 0 0 3 0 9 9 Total 0 0 0 0 0 0 23 0 0 23 0 0 1 1 1 0 19 0 0 19 1 43 44 08:00 AM 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 8 0 0 8 0 14 14 08:15 AM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 9 0 0 9 0 13 13 08:30 AM 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 1 0 0 1 0 8 8 08:45 AM 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 4 0 0 4 0 11 11 Total 0 0 0 0 0 0 24 0 0 24 0 0 0 0 0 0 22 0 0 22 0 46 46 Grand Total 0 0 0 0 0 0 47 0 0 47 0 0 1 1 1 0 41 0 0 41 1 89 90 Apprch % 0 0 0 0 100 0 0 0 100 0 100 0
Total % 0 0 0 0 0 52.8 0 52.8 0 0 1.1 1.1 0 46.1 0 46.1 1.1 98.9 Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 6 0 6 0 0 0 0 0 3 0 3 9
07:30 AM 0 0 0 0 0 7 0 7 0 0 0 0 0 8 0 8 15
07:45 AM 0 0 0 0 0 6 0 6 0 0 0 0 0 3 0 3 9
08:00 AM 0 0 0 0 0 6 0 6 0 0 0 0 0 8 0 8 14
Total Volume 0 0 0 0 0 25 0 25 0 0 0 0 0 22 0 22 47
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .893 .000 .893 .000 .000 .000 .000 .000 .688 .000 .688 .783 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-42
File Name : 02_RIV_Private DW_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Alessandro Boulevard
Alessandro Boulevard
Private Driveway
Right
0 Thru
0 Left
0 InOut Total
0 0 0
Right
0 Thru
25 Left
0 OutTotal In
22 25 47
Left
0 Thru
0 Right
0 Out TotalIn
0 0 0
Left
0 Thru
22 Right
0 TotalOut In
25 22 47
Peak Hour Begins at 07:15 AM

Large 2 Axle Vehicles
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-43
File Name : 02_RIV_Private DW_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 6 0 6 0 0 0 0 0 3 0 3
+15 mins. 0 0 0 0 0 7 0 7 0 0 0 0 0 8 0 8
+30 mins. 0 0 0 0 0 6 0 6 0 0 0 0 0 3 0 3
+45 mins. 0 0 0 0 0 6 0 6 0 0 0 0 0 8 0 8
Total Volume 0 0 0 0 0 25 0 25 0 0 0 0 0 22 0 22
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .893 .000 .893 .000 .000 .000 .000 .000 .688 .000 .688 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-44
File Name : 02_RIV_Private DW_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- 3 Axle Vehicles
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 07:15 AM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 2 2 07:30 AM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 1 0 0 1 0 4 4 07:45 AM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 3 3 Total 0 0 0 0 0 0 9 0 0 9 0 0 0 0 0 0 1 0 0 1 0 10 10 08:00 AM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 0 0 0 4 4 08:15 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 2 2 08:30 AM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 2 2 08:45 AM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 3 3 Total 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 1 0 0 1 0 11 11 Grand Total 0 0 0 0 0 0 19 0 0 19 0 0 0 0 0 0 2 0 0 2 0 21 21 Apprch % 0 0 0 0 100 0 0 0 0 0 100 0
Total % 0 0 0 0 0 90.5 0 90.5 0 0 0 0 0 9.5 0 9.5 0 100 Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2
07:30 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 1 0 1 4
07:45 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 3
08:00 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 0 0 0 4
Total Volume 0 0 0 0 0 12 0 12 0 0 0 0 0 1 0 1 13
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .750 .000 .750 .000 .000 .000 .000 .000 .250 .000 .250 .813 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-45
File Name : 02_RIV_Private DW_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Alessandro Boulevard
Alessandro Boulevard
Private Driveway
Right
0 Thru
0 Left
0 InOut Total
0 0 0
Right
0 Thru
12 Left
0 OutTotal In
1 12 13
Left
0 Thru
0 Right
0 Out TotalIn
0 0 0
Left
0 Thru
1 Right
0 TotalOut In
12 1 13
Peak Hour Begins at 07:15 AM

3 Axle Vehicles
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-46
File Name : 02_RIV_Private DW_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 1 0 1
+30 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 4 0 4 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 12 0 12 0 0 0 0 0 1 0 1
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .750 .000 .750 .000 .000 .000 .000 .000 .250 .000 .250 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-47
File Name : 02_RIV_Private DW_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- 4+ Axle Trucks
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 08:00 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 08:15 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 2 2 08:30 AM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 1 0 0 1 0 4 4 08:45 AM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2 0 4 4 Total 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 4 0 0 4 0 11 11 Grand Total 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 4 0 0 4 0 12 12 Apprch % 0 0 0 0 100 0 0 0 0 0 100 0
Total % 0 0 0 0 0 66.7 0 66.7 0 0 0 0 0 33.3 0 33.3 0 100 Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
Total Volume 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2
% App. Total 0 0 0 0 100 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 .000 .000 .000 .000 .500 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-48
File Name : 02_RIV_Private DW_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Alessandro Boulevard
Alessandro Boulevard
Private Driveway
Right
0 Thru
0 Left
0 InOut Total
0 0 0
Right
0 Thru
2 Left
0 OutTotal In
0 2 2
Left
0 Thru
0 Right
0 Out TotalIn
0 0 0
Left
0 Thru
0 Right
0 TotalOut In
2 0 2
Peak Hour Begins at 07:15 AM

4+ Axle Trucks
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-49
File Name : 02_RIV_Private DW_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 100 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-50
File Name : 02_RIV_Private DW_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 02:00 PM 0 0 0 0 0 0 512 0 0 512 1 0 0 0 1 1 439 0 0 440 0 953 953 02:15 PM 0 0 0 0 0 2 499 0 0 501 0 0 1 1 1 1 524 1 0 526 1 1028 1029 02:30 PM 0 0 0 0 0 0 456 0 0 456 1 0 1 1 2 2 619 0 0 621 1 1079 1080 02:45 PM 0 0 0 0 0 0 424 0 0 424 2 0 0 0 2 0 500 0 0 500 0 926 926 Total 0 0 0 0 0 2 1891 0 0 1893 4 0 2 2 6 4 2082 1 0 2087 2 3986 3988 03:00 PM 0 0 0 0 0 1 486 0 0 487 2 0 0 0 2 0 589 0 0 589 0 1078 1078 03:15 PM 0 0 0 0 0 1 452 0 0 453 0 0 0 0 0 0 573 0 0 573 0 1026 1026 03:30 PM 0 0 0 0 0 0 417 0 0 417 0 0 0 0 0 0 502 0 0 502 0 919 919 03:45 PM 0 0 0 0 0 1 377 0 0 378 0 0 0 0 0 0 617 2 0 619 0 997 997 Total 0 0 0 0 0 3 1732 0 0 1735 2 0 0 0 2 0 2281 2 0 2283 0 4020 4020 Grand Total 0 0 0 0 0 5 3623 0 0 3628 6 0 2 2 8 4 4363 3 0 4370 2 8006 8008 Apprch % 0 0 0 0.1 99.9 0 75 0 25 0.1 99.8 0.1
Total % 0 0 0 0 0.1 45.3 0 45.3 0.1 0 0 0.1 0 54.5 0 54.6 0 100 Passenger Vehicles 0 0 0 0 5 3583 0 3588 6 0 2 10 4 4307 3 4314 0 0 7912 % Passenger Vehicles 0 0 0 0 0 100 98.9 0 0 98.9 100 0 100 100 100 100 98.7 100 0 98.7 0 0 98.8 Large 2 Axle Vehicles 0 0 0 0 0 30 0 30 0 0 0 0 0 44 0 44 0 0 74 % Large 2 Axle Vehicles
0 0 0 0 0 0 0.8 0 0 0.8 0 0 0 0 0 0 1 0 0 1 0 0 0.9
3 Axle Vehicles 0 0 0 0 0 5 0 5 0 0 0 0 0 8 0 8 0 0 13 % 3 Axle Vehicles 0 0 0 0 0 0 0.1 0 0 0.1 0 0 0 0 0 0 0.2 0 0 0.2 0 0 0.2 4+ Axle Trucks 0 0 0 0 0 5 0 5 0 0 0 0 0 4 0 4 0 0 9 % 4+ Axle Trucks 0 0 0 0 0 0 0.1 0 0 0.1 0 0 0 0 0 0 0.1 0 0 0.1 0 0 0.1 Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:00 PM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:15 PM
02:15 PM 0 0 0 0 2 499 0 501 0 0 1 1 1 524 1 526 1028
02:30 PM 0 0 0 0 0 456 0 456 1 0 1 2 2 619 0 621 1079
02:45 PM 0 0 0 0 0 424 0 424 2 0 0 2 0 500 0 500 926
03:00 PM 0 0 0 0 1 486 0 487 2 0 0 2 0 589 0 589 1078
Total Volume 0 0 0 0 3 1865 0 1868 5 0 2 7 3 2232 1 2236 4111 % App. Total 0 0 0 0.2 99.8 0 71.4 0 28.6 0.1 99.8 0 PHF .000 .000 .000 .000 .375 .934 .000 .932 .625 .000 .500 .875 .375 .901 .250 .900 .953 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-51
File Name : 02_RIV_Private DW_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Alessandro Boulevard
Alessandro Boulevard
Private Driveway
Right
0 Thru
0 Left
0 InOut Total
3 0 3
Right
0 Thru
1865
Left
3 OutTotal In
2234 1868 4102
Left
5 Thru
0 Right
2 Out TotalIn
4 7 11
Left
3 Thru
2232
Right
1 TotalOut In
1870 2236 4106
Peak Hour Begins at 02:15 PM

Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-52
File Name : 02_RIV_Private DW_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:00 PM to 03:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
02:00 PM 02:00 PM 02:15 PM 02:30 PM
+0 mins. 0 0 0 0 0 512 0 512 0 0 1 1 2 619 0 621
+15 mins. 0 0 0 0 2 499 0 501 1 0 1 2 0 500 0 500
+30 mins. 0 0 0 0 0 456 0 456 2 0 0 2 0 589 0 589
+45 mins. 0 0 0 0 0 424 0 424 2 0 0 2 0 573 0 573
Total Volume 0 0 0 0 2 1891 0 1893 5 0 2 7 2 2281 0 2283 % App. Total 0 0 0 0.1 99.9 0 71.4 0 28.6 0.1 99.9 0 PHF .000 .000 .000 .000 .250 .923 .000 .924 .625 .000 .500 .875 .250 .921 .000 .919 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-53
File Name : 02_RIV_Private DW_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 02:00 PM 0 0 0 0 0 0 499 0 0 499 1 0 0 0 1 1 430 0 0 431 0 931 931 02:15 PM 0 0 0 0 0 2 492 0 0 494 0 0 1 1 1 1 520 1 0 522 1 1017 1018 02:30 PM 0 0 0 0 0 0 453 0 0 453 1 0 1 1 2 2 610 0 0 612 1 1067 1068 02:45 PM 0 0 0 0 0 0 422 0 0 422 2 0 0 0 2 0 494 0 0 494 0 918 918 Total 0 0 0 0 0 2 1866 0 0 1868 4 0 2 2 6 4 2054 1 0 2059 2 3933 3935 03:00 PM 0 0 0 0 0 1 482 0 0 483 2 0 0 0 2 0 587 0 0 587 0 1072 1072 03:15 PM 0 0 0 0 0 1 449 0 0 450 0 0 0 0 0 0 562 0 0 562 0 1012 1012 03:30 PM 0 0 0 0 0 0 412 0 0 412 0 0 0 0 0 0 496 0 0 496 0 908 908 03:45 PM 0 0 0 0 0 1 374 0 0 375 0 0 0 0 0 0 608 2 0 610 0 985 985 Total 0 0 0 0 0 3 1717 0 0 1720 2 0 0 0 2 0 2253 2 0 2255 0 3977 3977 Grand Total 0 0 0 0 0 5 3583 0 0 3588 6 0 2 2 8 4 4307 3 0 4314 2 7910 7912 Apprch % 0 0 0 0.1 99.9 0 75 0 25 0.1 99.8 0.1
Total % 0 0 0 0 0.1 45.3 0 45.4 0.1 0 0 0.1 0.1 54.5 0 54.5 0 100 Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:15 PM to 03:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:15 PM
02:15 PM 0 0 0 0 2 492 0 494 0 0 1 1 1 520 1 522 1017
02:30 PM 0 0 0 0 0 453 0 453 1 0 1 2 2 610 0 612 1067
02:45 PM 0 0 0 0 0 422 0 422 2 0 0 2 0 494 0 494 918
03:00 PM 0 0 0 0 1 482 0 483 2 0 0 2 0 587 0 587 1072
Total Volume 0 0 0 0 3 1849 0 1852 5 0 2 7 3 2211 1 2215 4074 % App. Total 0 0 0 0.2 99.8 0 71.4 0 28.6 0.1 99.8 0 PHF .000 .000 .000 .000 .375 .940 .000 .937 .625 .000 .500 .875 .375 .906 .250 .905 .950 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-54
File Name : 02_RIV_Private DW_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Alessandro Boulevard
Alessandro Boulevard
Private Driveway
Right
0 Thru
0 Left
0 InOut Total
3 0 3
Right
0 Thru
1849
Left
3 OutTotal In
2213 1852 4065
Left
5 Thru
0 Right
2 Out TotalIn
4 7 11
Left
3 Thru
2211
Right
1 TotalOut In
1854 2215 4069
Peak Hour Begins at 02:15 PM

Passenger Vehicles
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-55
File Name : 02_RIV_Private DW_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:15 PM to 03:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
02:15 PM 02:15 PM 02:15 PM 02:15 PM
+0 mins. 0 0 0 0 2 492 0 494 0 0 1 1 1 520 1 522
+15 mins. 0 0 0 0 0 453 0 453 1 0 1 2 2 610 0 612
+30 mins. 0 0 0 0 0 422 0 422 2 0 0 2 0 494 0 494
+45 mins. 0 0 0 0 1 482 0 483 2 0 0 2 0 587 0 587
Total Volume 0 0 0 0 3 1849 0 1852 5 0 2 7 3 2211 1 2215 % App. Total 0 0 0 0.2 99.8 0 71.4 0 28.6 0.1 99.8 0 PHF .000 .000 .000 .000 .375 .940 .000 .937 .625 .000 .500 .875 .375 .906 .250 .905 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-56
File Name : 02_RIV_Private DW_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 02:00 PM 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 0 8 0 0 8 0 19 19 02:15 PM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 2 0 0 2 0 6 6 02:30 PM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 6 0 0 6 0 8 8 02:45 PM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 3 0 0 3 0 5 5 Total 0 0 0 0 0 0 19 0 0 19 0 0 0 0 0 0 19 0 0 19 0 38 38 03:00 PM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2 0 4 4 03:15 PM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 9 0 0 9 0 12 12 03:30 PM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 5 0 0 5 0 9 9 03:45 PM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 9 0 0 9 0 11 11 Total 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 0 25 0 0 25 0 36 36 Grand Total 0 0 0 0 0 0 30 0 0 30 0 0 0 0 0 0 44 0 0 44 0 74 74 Apprch % 0 0 0 0 100 0 0 0 0 0 100 0
Total % 0 0 0 0 0 40.5 0 40.5 0 0 0 0 0 59.5 0 59.5 0 100 Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:15 PM to 03:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:15 PM
02:15 PM 0 0 0 0 0 4 0 4 0 0 0 0 0 2 0 2 6
02:30 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 6 0 6 8
02:45 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 3 0 3 5
03:00 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2 4
Total Volume 0 0 0 0 0 10 0 10 0 0 0 0 0 13 0 13 23
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .625 .000 .625 .000 .000 .000 .000 .000 .542 .000 .542 .719 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-57
File Name : 02_RIV_Private DW_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Alessandro Boulevard
Alessandro Boulevard
Private Driveway
Right
0 Thru
0 Left
0 InOut Total
0 0 0
Right
0 Thru
10 Left
0 OutTotal In
13 10 23
Left
0 Thru
0 Right
0 Out TotalIn
0 0 0
Left
0 Thru
13 Right
0 TotalOut In
10 13 23
Peak Hour Begins at 02:15 PM

Large 2 Axle Vehicles
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-58
File Name : 02_RIV_Private DW_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:15 PM to 03:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
02:15 PM 02:15 PM 02:15 PM 02:15 PM
+0 mins. 0 0 0 0 0 4 0 4 0 0 0 0 0 2 0 2
+15 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 6 0 6
+30 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 3 0 3
+45 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2
Total Volume 0 0 0 0 0 10 0 10 0 0 0 0 0 13 0 13
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .625 .000 .625 .000 .000 .000 .000 .000 .542 .000 .542 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-59
File Name : 02_RIV_Private DW_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- 3 Axle Vehicles
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 02:00 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 02:15 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 2 2 02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 1 1 02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 0 3 3 Total 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 5 0 0 5 0 7 7 03:00 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 2 2 03:30 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 2 2 03:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 Total 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 3 0 0 3 0 6 6 Grand Total 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 8 0 0 8 0 13 13 Apprch % 0 0 0 0 100 0 0 0 0 0 100 0
Total % 0 0 0 0 0 38.5 0 38.5 0 0 0 0 0 61.5 0 61.5 0 100 Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:15 PM to 03:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:15 PM
02:15 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 3
03:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
Total Volume 0 0 0 0 0 2 0 2 0 0 0 0 0 5 0 5 7
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 .000 .417 .000 .417 .583 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-60
File Name : 02_RIV_Private DW_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Alessandro Boulevard
Alessandro Boulevard
Private Driveway
Right
0 Thru
0 Left
0 InOut Total
0 0 0
Right
0 Thru
2 Left
0 OutTotal In
5 2 7
Left
0 Thru
0 Right
0 Out TotalIn
0 0 0
Left
0 Thru
5 Right
0 TotalOut In
2 5 7
Peak Hour Begins at 02:15 PM

3 Axle Vehicles
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-61
File Name : 02_RIV_Private DW_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:15 PM to 03:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
02:15 PM 02:15 PM 02:15 PM 02:15 PM
+0 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3
+45 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 2 0 2 0 0 0 0 0 5 0 5
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 .000 .417 .000 .417 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-62
File Name : 02_RIV_Private DW_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- 4+ Axle Trucks
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 02:00 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 2 2 02:15 PM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 0 3 3 02:30 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 0 3 3 02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 4 0 0 4 0 8 8 03:00 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 Grand Total 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 4 0 0 4 0 9 9 Apprch % 0 0 0 0 100 0 0 0 0 0 100 0
Total % 0 0 0 0 0 55.6 0 55.6 0 0 0 0 0 44.4 0 44.4 0 100 Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:15 PM to 03:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:15 PM
02:15 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 1 0 1 3
02:30 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 2 0 2 3
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
Total Volume 0 0 0 0 0 4 0 4 0 0 0 0 0 3 0 3 7
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 .000 .375 .000 .375 .583 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-63
File Name : 02_RIV_Private DW_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Alessandro Boulevard
Alessandro Boulevard
Private Driveway
Right
0 Thru
0 Left
0 InOut Total
0 0 0
Right
0 Thru
4 Left
0 OutTotal In
3 4 7
Left
0 Thru
0 Right
0 Out TotalIn
0 0 0
Left
0 Thru
3 Right
0 TotalOut In
4 3 7
Peak Hour Begins at 02:15 PM

4+ Axle Trucks
Peak Hour Data
North
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-64
File Name : 02_RIV_Private DW_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 3
City of Riverside
N/S: Private Driveway
E/W: Alessandro Boulevard
Weather: Clear
Citywide Self-Storage Driveway
Southbound
Alessandro Boulevard
Westbound
Private Driveway
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:15 PM to 03:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
02:15 PM 02:15 PM 02:15 PM 02:15 PM
+0 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 1 0 1
+15 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 2 0 2
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 4 0 4 0 0 0 0 0 3 0 3
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 .000 .375 .000 .375 Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-65
Location:  Date: 10/25/2018
N/S:  Day: Thursday
E/W:

North Leg East Leg South Leg West Leg
Blocked Driveway Alessandro Boulevard Citywide Self‐Storage DW Alessandro Boulevard Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
North Leg East Leg South Leg West Leg
Blocked Driveway Alessandro Boulevard Citywide Self‐Storage DW Alessandro Boulevard Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
3:15 PM
3:30 PM
3:45 PM
TOTAL VOLUMES:
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Riverside
Private Driveway
Alessandro Boulevard

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268

3.1-66
Location:  Date: 10/25/2018
N/S:  Day: Thursday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000010000000 1
000000000000 0
000000000000 0
000010000000 1
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010000020 3
000000000000 0
000000000000 0
000000000000 0
000000000000 0
001000000000 1
000000000010 1
000000000010 1
001010000040 6
Alessandro Boulevard
TOTAL VOLUMES:

Blocked Driveway Alessandro Boulevard Citywide Self‐Storage DW Alessandro Boulevard Southbound Westbound Northbound Eastbound
3:30 PM
3:45 PM
Blocked Driveway Alessandro Boulevard Citywide Self‐Storage DW Eastbound
TOTAL VOLUMES:
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
3:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Alessandro Boulevard
Private Driveway
Riverside

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268

3.1-67
File Name : 03_RIV_Vista Grande_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 2 638 640 6 8 14 253 0 253 907
07:15 AM 3 687 690 0 3 3 277 1 278 971
07:30 AM 3 568 571 0 3 3 287 1 288 862
07:45 AM 1 510 511 2 5 7 277 2 279 797
Total 9 2403 2412 8 19 27 1094 4 1098 3537
08:00 AM 5 646 651 0 3 3 326 2 328 982
08:15 AM 1 599 600 0 3 3 265 2 267 870
08:30 AM 2 493 495 0 5 5 235 0 235 735
08:45 AM 4 484 488 1 2 3 217 2 219 710
Total 12 2222 2234 1 13 14 1043 6 1049 3297
Grand Total 21 4625 4646 9 32 41 2137 10 2147 6834
Apprch % 0.5 99.5 22 78 99.5 0.5
Total % 0.3 67.7 68 0.1 0.5 0.6 31.3 0.1 31.4
Passenger Vehicles 21 4553 4574 8 32 40 2091 9 2100 6714 % Passenger Vehicles 100 98.4 98.5 88.9 100 97.6 97.8 90 97.8 98.2 Large 2 Axle Vehicles 0 47 47 0 0 0 40 1 41 88
% Large 2 Axle Vehicles 0 1 1 0 0 0 1.9 10 1.9 1.3
3 Axle Vehicles 0 16 16 1 0 1 2 0 2 19
% 3 Axle Vehicles 0 0.3 0.3 11.1 0 2.4 0.1 0 0.1 0.3
4+ Axle Trucks 0 9 9 0 0 0 4 0 4 13
% 4+ Axle Trucks 0 0.2 0.2 0 0 0 0.2 0 0.2 0.2
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 3 687 690 0 3 3 277 1 278 971
07:30 AM 3 568 571 0 3 3 287 1 288 862
07:45 AM 1 510 511 2 5 7 277 2 279 797
08:00 AM 5 646 651 0 3 3 326 2 328 982
Total Volume 12 2411 2423 2 14 16 1167 6 1173 3612
% App. Total 0.5 99.5 12.5 87.5 99.5 0.5
PHF .600 .877 .878 .250 .700 .571 .895 .750 .894 .920
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-68
File Name : 03_RIV_Vista Grande_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Alessandro Boulevard
Alessandro Boulevard
Vista Grande Drive
Thru
2411
Left
12 OutTotal In
1181 2423 3604
Left
2 Right
14 Out TotalIn
18 16 34
Thru
1167
Right
6 TotalOut In
2413 1173 3586
Peak Hour Begins at 07:15 AM

Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:00 AM 07:15 AM
+0 mins. 3 687 690 6 8 14 277 1 278
+15 mins. 3 568 571 0 3 3 287 1 288
+30 mins. 1 510 511 0 3 3 277 2 279
+45 mins. 5 646 651 2 5 7 326 2 328
Total Volume 12 2411 2423 8 19 27 1167 6 1173
% App. Total 0.5 99.5 29.6 70.4 99.5 0.5
PHF .600 .877 .878 .333 .594 .482 .895 .750 .894
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-69
File Name : 03_RIV_Vista Grande_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 2 633 635 6 8 14 247 0 247 896
07:15 AM 3 679 682 0 3 3 275 0 275 960
07:30 AM 3 557 560 0 3 3 278 1 279 842
07:45 AM 1 503 504 1 5 6 274 2 276 786
Total 9 2372 2381 7 19 26 1074 3 1077 3484
08:00 AM 5 635 640 0 3 3 319 2 321 964
08:15 AM 1 593 594 0 3 3 255 2 257 854
08:30 AM 2 481 483 0 5 5 232 0 232 720
08:45 AM 4 472 476 1 2 3 211 2 213 692
Total 12 2181 2193 1 13 14 1017 6 1023 3230
Grand Total 21 4553 4574 8 32 40 2091 9 2100 6714
Apprch % 0.5 99.5 20 80 99.6 0.4
Total % 0.3 67.8 68.1 0.1 0.5 0.6 31.1 0.1 31.3
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM
3 679 682 0 3 3 275 0 275 960
07:30 AM 3 557 560 0 3 3 278 1 279 842
07:45 AM 1 503 504 1 5 6 274 2 276 786
08:00 AM 5 635 640 0 3 3 319 2 321 964
Total Volume 12 2374 2386 1 14 15 1146 5 1151 3552
% App. Total 0.5 99.5 6.7 93.3 99.6 0.4
PHF .600 .874 .875 .250 .700 .625 .898 .625 .896 .921
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-70
File Name : 03_RIV_Vista Grande_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Alessandro Boulevard
Alessandro Boulevard
Vista Grande Drive
Thru
2374
Left
12 OutTotal In
1160 2386 3546
Left
1 Right
14 Out TotalIn
17 15 32
Thru
1146
Right
5 TotalOut In
2375 1151 3526
Peak Hour Begins at 07:15 AM

Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM
+0 mins. 3 679 682 0 3 3 275 0 275
+15 mins. 3 557 560 0 3 3 278 1 279
+30 mins. 1 503 504 1 5 6 274 2 276
+45 mins. 5 635 640 0 3 3 319 2 321
Total Volume 12 2374 2386 1 14 15 1146 5 1151
% App. Total 0.5 99.5 6.7 93.3 99.6 0.4
PHF .600 .874 .875 .250 .700 .625 .898 .625 .896
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-71
File Name : 03_RIV_Vista Grande_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 0 4 4 0 0 0 6 0 6 10
07:15 AM 0 6 6 0 0 0 2 1 3 9
07:30 AM 0 7 7 0 0 0 8 0 8 15
07:45 AM 0 5 5 0 0 0 3 0 3 8
Total 0 22 22 0 0 0 19 1 20 42
08:00 AM 0 6 6 0 0 0 7 0 7 13
08:15 AM 0 4 4 0 0 0 8 0 8 12
08:30 AM 0 8 8 0 0 0 2 0 2 10
08:45 AM 0 7 7 0 0 0 4 0 4 11
Total 0 25 25 0 0 0 21 0 21 46
Grand Total 0 47 47 0 0 0 40 1 41 88
Apprch % 0 100 0 0 97.6 2.4
Total % 0 53.4 53.4 0 0 0 45.5 1.1 46.6
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM
0 6 6 0 0 0 2 1 3 9
07:30 AM 0 7 7 0 0 0 8 0 8 15
07:45 AM 0 5 5 0 0 0 3 0 3 8
08:00 AM 0 6 6 0 0 0 7 0 7 13
Total Volume 0 24 24 0 0 0 20 1 21 45
% App. Total 0 100 0 0 95.2 4.8
PHF .000 .857 .857 .000 .000 .000 .625 .250 .656 .750
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-72
File Name : 03_RIV_Vista Grande_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Alessandro Boulevard
Alessandro Boulevard
Vista Grande Drive
Thru
24 Left
0 OutTotal In
20 24 44
Left
0 Right
0 Out TotalIn
1 0 1
Thru
20 Right
1 TotalOut In
24 21 45
Peak Hour Begins at 07:15 AM

Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 6 6 0 0 0 2 1 3
+15 mins. 0 7 7 0 0 0 8 0 8
+30 mins. 0 5 5 0 0 0 3 0 3
+45 mins. 0 6 6 0 0 0 7 0 7
Total Volume 0 24 24 0 0 0 20 1 21
% App. Total 0 100 0 0 95.2 4.8
PHF .000 .857 .857 .000 .000 .000 .625 .250 .656
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-73
File Name : 03_RIV_Vista Grande_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- 3 Axle Vehicles
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 0 1 1 0 0 0 0 0 0 1
07:15 AM 0 2 2 0 0 0 0 0 0 2
07:30 AM 0 3 3 0 0 0 1 0 1 4
07:45 AM 0 1 1 1 0 1 0 0 0 2
Total 0 7 7 1 0 1 1 0 1 9
08:00 AM 0 4 4 0 0 0 0 0 0 4
08:15 AM 0 1 1 0 0 0 1 0 1 2
08:30 AM 0 1 1 0 0 0 0 0 0 1
08:45 AM 0 3 3 0 0 0 0 0 0 3
Total 0 9 9 0 0 0 1 0 1 10
Grand Total 0 16 16 1 0 1 2 0 2 19
Apprch % 0 100 100 0 100 0
Total % 0 84.2 84.2 5.3 0 5.3 10.5 0 10.5
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM
0 2 2 0 0 0 0 0 0 2
07:30 AM 0 3 3 0 0 0 1 0 1 4
07:45 AM 0 1 1 1 0 1 0 0 0 2
08:00 AM 0 4 4 0 0 0 0 0 0 4
Total Volume 0 10 10 1 0 1 1 0 1 12
% App. Total 0 100 100 0 100 0
PHF .000 .625 .625 .250 .000 .250 .250 .000 .250 .750
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-74
File Name : 03_RIV_Vista Grande_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Alessandro Boulevard
Alessandro Boulevard
Vista Grande Drive
Thru
10 Left
0 OutTotal In
1 10 11
Left
1 Right
0 Out TotalIn
0 1 1
Thru
1 Right
0 TotalOut In
11 1 12
Peak Hour Begins at 07:15 AM

3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 2 2 0 0 0 0 0 0
+15 mins. 0 3 3 0 0 0 1 0 1
+30 mins. 0 1 1 1 0 1 0 0 0
+45 mins. 0 4 4 0 0 0 0 0 0
Total Volume 0 10 10 1 0 1 1 0 1
% App. Total 0 100 100 0 100 0
PHF .000 .625 .625 .250 .000 .250 .250 .000 .250
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-75
File Name : 03_RIV_Vista Grande_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- 4+ Axle Trucks
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 1 1 0 0 0 0 0 0 1
07:45 AM 0 1 1 0 0 0 0 0 0 1
Total 0 2 2 0 0 0 0 0 0 2
08:00 AM 0 1 1 0 0 0 0 0 0 1
08:15 AM 0 1 1 0 0 0 1 0 1 2
08:30 AM 0 3 3 0 0 0 1 0 1 4
08:45 AM 0 2 2 0 0 0 2 0 2 4
Total 0 7 7 0 0 0 4 0 4 11
Grand Total 0 9 9 0 0 0 4 0 4 13
Apprch % 0 100 0 0 100 0
Total % 0 69.2 69.2 0 0 0 30.8 0 30.8
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM
0 0 0 0 0 0 0 0 0 0
07:30 AM 0 1 1 0 0 0 0 0 0 1
07:45 AM 0 1 1 0 0 0 0 0 0 1
08:00 AM 0 1 1 0 0 0 0 0 0 1
Total Volume 0 3 3 0 0 0 0 0 0 3
% App. Total 0 100 0 0 0 0
PHF .000 .750 .750 .000 .000 .000 .000 .000 .000 .750
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-76
File Name : 03_RIV_Vista Grande_Alessandro AM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Alessandro Boulevard
Alessandro Boulevard
Vista Grande Drive
Thru
3 Left
0 OutTotal In
0 3 3
Left
0 Right
0 Out TotalIn
0 0 0
Thru
0 Right
0 TotalOut In
3 0 3
Peak Hour Begins at 07:15 AM

4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 0 0 0 0
+15 mins. 0 1 1 0 0 0 0 0 0
+30 mins. 0 1 1 0 0 0 0 0 0
+45 mins. 0 1 1 0 0 0 0 0 0
Total Volume 0 3 3 0 0 0 0 0 0
% App. Total 0 100 0 0 0 0
PHF .000 .750 .750 .000 .000 .000 .000 .000 .000
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-77
File Name : 03_RIV_Vista Grande_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 02:00 PM 10 513 523 0 3 3 429 1 430 956
02:15 PM 5 494 499 0 3 3 532 4 536 1038
02:30 PM 4 466 470 1 2 3 611 2 613 1086
02:45 PM 2 439 441 1 2 3 486 2 488 932
Total 21 1912 1933 2 10 12 2058 9 2067 4012
03:00 PM 6 475 481 0 2 2 580 4 584 1067
03:15 PM 9 457 466 0 0 0 559 5 564 1030
03:30 PM 2 424 426 0 1 1 487 7 494 921
03:45 PM 6 387 393 0 0 0 615 2 617 1010
Total 23 1743 1766 0 3 3 2241 18 2259 4028
Grand Total 44 3655 3699 2 13 15 4299 27 4326 8040
Apprch % 1.2 98.8 13.3 86.7 99.4 0.6
Total % 0.5 45.5 46 0 0.2 0.2 53.5 0.3 53.8
Passenger Vehicles 44 3615 3659 2 13 15 4244 25 4269 7943 % Passenger Vehicles 100 98.9 98.9 100 100 100 98.7 92.6 98.7 98.8 Large 2 Axle Vehicles 0 30 30 0 0 0 43 2 45 75
% Large 2 Axle Vehicles 0 0.8 0.8 0 0 0 1 7.4 1 0.9
3 Axle Vehicles 0 6 6 0 0 0 8 0 8 14
% 3 Axle Vehicles 0 0.2 0.2 0 0 0 0.2 0 0.2 0.2
4+ Axle Trucks 0 4 4 0 0 0 4 0 4 8
% 4+ Axle Trucks 0 0.1 0.1 0 0 0 0.1 0 0.1 0.1
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 02:00 PM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:15 PM
02:15 PM 5 494 499 0 3 3 532 4 536 1038
02:30 PM 4 466 470 1 2 3 611 2 613 1086
02:45 PM 2 439 441 1 2 3 486 2 488 932
03:00 PM 6 475 481 0 2 2 580 4 584 1067
Total Volume 17 1874 1891 2 9 11 2209 12 2221 4123
% App. Total 0.9 99.1 18.2 81.8 99.5 0.5
PHF .708 .948 .947 .500 .750 .917 .904 .750 .906 .949
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-78
File Name : 03_RIV_Vista Grande_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Alessandro Boulevard
Alessandro Boulevard
Vista Grande Drive
Thru
1874
Left
17 OutTotal In
2218 1891 4109
Left
2 Right
9 Out TotalIn
29 11 40
Thru
2209
Right
12 TotalOut In
1876 2221 4097
Peak Hour Begins at 02:15 PM

Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 02:00 PM to 03:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
02:00 PM 02:00 PM 03:00 PM
+0 mins. 10 513 523 0 3 3 580 4 584
+15 mins. 5 494 499 0 3 3 559 5 564
+30 mins. 4 466 470 1 2 3 487 7 494
+45 mins. 2 439 441 1 2 3 615 2 617
Total Volume 21 1912 1933 2 10 12 2241 18 2259
% App. Total 1.1 98.9 16.7 83.3 99.2 0.8
PHF .525 .932 .924 .500 .833 1.000 .911 .643 .915
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-79
File Name : 03_RIV_Vista Grande_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 02:00 PM 10 503 513 0 3 3 422 0 422 938
02:15 PM 5 487 492 0 3 3 527 4 531 1026
02:30 PM 4 462 466 1 2 3 601 2 603 1072
02:45 PM 2 437 439 1 2 3 480 2 482 924
Total 21 1889 1910 2 10 12 2030 8 2038 3960
03:00 PM 6 471 477 0 2 2 577 4 581 1060
03:15 PM 9 454 463 0 0 0 548 5 553 1016
03:30 PM 2 418 420 0 1 1 481 7 488 909
03:45 PM 6 383 389 0 0 0 608 1 609 998
Total 23 1726 1749 0 3 3 2214 17 2231 3983
Grand Total 44 3615 3659 2 13 15 4244 25 4269 7943
Apprch % 1.2 98.8 13.3 86.7 99.4 0.6
Total % 0.6 45.5 46.1 0 0.2 0.2 53.4 0.3 53.7
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 02:15 PM to 03:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:15 PM
02:15 PM
5 487 492 0 3 3 527 4 531 1026
02:30 PM 4 462 466 1 2 3 601 2 603 1072
02:45 PM 2 437 439 1 2 3 480 2 482 924
03:00 PM 6 471 477 0 2 2 577 4 581 1060
Total Volume 17 1857 1874 2 9 11 2185 12 2197 4082
% App. Total 0.9 99.1 18.2 81.8 99.5 0.5
PHF .708 .953 .952 .500 .750 .917 .909 .750 .911 .952
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-80
File Name : 03_RIV_Vista Grande_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Alessandro Boulevard
Alessandro Boulevard
Vista Grande Drive
Thru
1857
Left
17 OutTotal In
2194 1874 4068
Left
2 Right
9 Out TotalIn
29 11 40
Thru
2185
Right
12 TotalOut In
1859 2197 4056
Peak Hour Begins at 02:15 PM

Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 02:15 PM to 03:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
02:15 PM 02:15 PM 02:15 PM
+0 mins. 5 487 492 0 3 3 527 4 531
+15 mins. 4 462 466 1 2 3 601 2 603
+30 mins. 2 437 439 1 2 3 480 2 482
+45 mins. 6 471 477 0 2 2 577 4 581
Total Volume 17 1857 1874 2 9 11 2185 12 2197
% App. Total 0.9 99.1 18.2 81.8 99.5 0.5
PHF .708 .953 .952 .500 .750 .917 .909 .750 .911
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-81
File Name : 03_RIV_Vista Grande_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 02:00 PM 0 8 8 0 0 0 6 1 7 15
02:15 PM 0 4 4 0 0 0 3 0 3 7
02:30 PM 0 3 3 0 0 0 7 0 7 10
02:45 PM 0 2 2 0 0 0 3 0 3 5
Total 0 17 17 0 0 0 19 1 20 37
03:00 PM 0 2 2 0 0 0 3 0 3 5
03:15 PM 0 3 3 0 0 0 9 0 9 12
03:30 PM 0 5 5 0 0 0 5 0 5 10
03:45 PM 0 3 3 0 0 0 7 1 8 11
Total 0 13 13 0 0 0 24 1 25 38
Grand Total 0 30 30 0 0 0 43 2 45 75
Apprch % 0 100 0 0 95.6 4.4
Total % 0 40 40 0 0 0 57.3 2.7 60
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 02:15 PM to 03:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:15 PM
02:15 PM
0 4 4 0 0 0 3 0 3 7
02:30 PM 0 3 3 0 0 0 7 0 7 10
02:45 PM 0 2 2 0 0 0 3 0 3 5
03:00 PM 0 2 2 0 0 0 3 0 3 5
Total Volume 0 11 11 0 0 0 16 0 16 27
% App. Total 0 100 0 0 100 0
PHF .000 .688 .688 .000 .000 .000 .571 .000 .571 .675
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-82
File Name : 03_RIV_Vista Grande_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Alessandro Boulevard
Alessandro Boulevard
Vista Grande Drive
Thru
11 Left
0 OutTotal In
16 11 27
Left
0 Right
0 Out TotalIn
0 0 0
Thru
16 Right
0 TotalOut In
11 16 27
Peak Hour Begins at 02:15 PM

Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 02:15 PM to 03:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
02:15 PM 02:15 PM 02:15 PM
+0 mins. 0 4 4 0 0 0 3 0 3
+15 mins. 0 3 3 0 0 0 7 0 7
+30 mins. 0 2 2 0 0 0 3 0 3
+45 mins. 0 2 2 0 0 0 3 0 3
Total Volume 0 11 11 0 0 0 16 0 16
% App. Total 0 100 0 0 100 0
PHF .000 .688 .688 .000 .000 .000 .571 .000 .571
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-83
File Name : 03_RIV_Vista Grande_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- 3 Axle Vehicles
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 02:00 PM 0 2 2 0 0 0 0 0 0 2
02:15 PM 0 1 1 0 0 0 1 0 1 2
02:30 PM 0 0 0 0 0 0 1 0 1 1
02:45 PM 0 0 0 0 0 0 3 0 3 3
Total 0 3 3 0 0 0 5 0 5 8
03:00 PM 0 1 1 0 0 0 0 0 0 1
03:15 PM 0 0 0 0 0 0 2 0 2 2
03:30 PM 0 1 1 0 0 0 1 0 1 2
03:45 PM 0 1 1 0 0 0 0 0 0 1
Total 0 3 3 0 0 0 3 0 3 6
Grand Total 0 6 6 0 0 0 8 0 8 14
Apprch % 0 100 0 0 100 0
Total % 0 42.9 42.9 0 0 0 57.1 0 57.1
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 02:15 PM to 03:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:15 PM
02:15 PM
0 1 1 0 0 0 1 0 1 2
02:30 PM 0 0 0 0 0 0 1 0 1 1
02:45 PM 0 0 0 0 0 0 3 0 3 3
03:00 PM 0 1 1 0 0 0 0 0 0 1
Total Volume 0 2 2 0 0 0 5 0 5 7
% App. Total 0 100 0 0 100 0
PHF .000 .500 .500 .000 .000 .000 .417 .000 .417 .583
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-84
File Name : 03_RIV_Vista Grande_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Alessandro Boulevard
Alessandro Boulevard
Vista Grande Drive
Thru
2 Left
0 OutTotal In
5 2 7
Left
0 Right
0 Out TotalIn
0 0 0
Thru
5 Right
0 TotalOut In
2 5 7
Peak Hour Begins at 02:15 PM

3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 02:15 PM to 03:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
02:15 PM 02:15 PM 02:15 PM
+0 mins. 0 1 1 0 0 0 1 0 1
+15 mins. 0 0 0 0 0 0 1 0 1
+30 mins. 0 0 0 0 0 0 3 0 3
+45 mins. 0 1 1 0 0 0 0 0 0
Total Volume 0 2 2 0 0 0 5 0 5
% App. Total 0 100 0 0 100 0
PHF .000 .500 .500 .000 .000 .000 .417 .000 .417
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-85
File Name : 03_RIV_Vista Grande_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 1
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Groups Printed- 4+ Axle Trucks
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 02:00 PM 0 0 0 0 0 0 1 0 1 1
02:15 PM 0 2 2 0 0 0 1 0 1 3
02:30 PM 0 1 1 0 0 0 2 0 2 3
02:45 PM 0 0 0 0 0 0 0 0 0 0
Total 0 3 3 0 0 0 4 0 4 7
03:00 PM 0 1 1 0 0 0 0 0 0 1
03:15 PM 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0
Total 0 1 1 0 0 0 0 0 0 1
Grand Total 0 4 4 0 0 0 4 0 4 8
Apprch % 0 100 0 0 100 0
Total % 0 50 50 0 0 0 50 0 50
Alessandro Boulevard
Westbound
Vista Grande Drive
Northbound
Alessandro Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 02:15 PM to 03:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:15 PM
02:15 PM
0 2 2 0 0 0 1 0 1 3
02:30 PM 0 1 1 0 0 0 2 0 2 3
02:45 PM 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 1 1 0 0 0 0 0 0 1
Total Volume 0 4 4 0 0 0 3 0 3 7
% App. Total 0 100 0 0 100 0
PHF .000 .500 .500 .000 .000 .000 .375 .000 .375 .583
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-86
File Name : 03_RIV_Vista Grande_Alessandro PM
Site Code : 05118807
Start Date : 10/25/2018
Page No : 2
City of Riverside
N/S: Vista Grande Drive
E/W: Alessandro Boulevard
Weather: Clear
Alessandro Boulevard
Alessandro Boulevard
Vista Grande Drive
Thru
4 Left
0 OutTotal In
3 4 7
Left
0 Right
0 Out TotalIn
0 0 0
Thru
3 Right
0 TotalOut In
4 3 7
Peak Hour Begins at 02:15 PM

4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 02:15 PM to 03:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
02:15 PM 02:15 PM 02:15 PM
+0 mins. 0 2 2 0 0 0 1 0 1
+15 mins. 0 1 1 0 0 0 2 0 2
+30 mins. 0 0 0 0 0 0 0 0 0
+45 mins. 0 1 1 0 0 0 0 0 0
Total Volume 0 4 4 0 0 0 3 0 3
% App. Total 0 100 0 0 100 0
PHF .000 .500 .500 .000 .000 .000 .375 .000 .375
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-87
Location:  Date: 10/25/2018
N/S:  Day: Thursday
E/W:

North Leg East Leg South Leg West Leg
Dead End Alessandro Boulevard Vista Grande Drive Alessandro Boulevard Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
North Leg East Leg South Leg West Leg
Dead End Alessandro Boulevard Vista Grande Drive Alessandro Boulevard Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
0000 0
0000 0
0100 1
0000 0
0000 0
0000 0
0000 0
0100 1
3:15 PM
3:30 PM
3:45 PM
TOTAL VOLUMES:
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Riverside
Vista Grande Drive
Alessandro Boulevard

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268

3.1-88
Location:  Date: 10/25/2018
N/S:  Day: Thursday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000010000000 1
000000000000 0
000000000000 0
000010000000 1
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000100011 3
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000010 1
000000000010 1
000000100031 5
Alessandro Boulevard
TOTAL VOLUMES:

Dead End Alessandro Boulevard Vista Grande Drive Alessandro Boulevard Southbound Westbound Northbound Eastbound
3:30 PM
3:45 PM
Dead End Alessandro Boulevard Vista Grande Drive
Eastbound
TOTAL VOLUMES:
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
3:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Alessandro Boulevard
Vista Grande Drive
Riverside

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268

3.1-89

T816
DATE: LOCATION: PROJECT #: SC1761
Wed, May 23, 18 NORTH & SOUTH: LOCATION #: 5
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 2 X 1 1 3 X X 3 1 0 0 0 0 0 0 0 0
7:00 AM 0 0 0 2 0 2 2 224 0 0 667 7 904 0 0 0 0 0 0 1 0 3 7:15 AM 0 0 0 2 0 5 1 277 0 0 713 6 1,004 0 0 1 0 1 0 2 0 0 7:30 AM 0 0 0 5 0 2 4 306 0 0 525 10 852 0 0 1 0 1 0 0 0 0 7:45 AM 0 0 0 3 0 5 4 351 0 0 586 3 952 0 0 1 0 1 0 1 0 0 8:00 AM 0 0 0 6 0 1 4 260 0 0 591 5 867 0 0 1 0 1 0 0 0 1 8:15 AM 0 0 0 6 0 5 6 272 0 0 493 1 783 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 1 0 4 3 255 0 0 431 7 701 0 0 0 0 0 0 0 0 1 8:45 AM 0 0 0 5 0 3 9 234 0 0 353 4 608 0 0 0 0 0 0 1 0 1 9:00 AM 0 0 0 0 0 0 0 0 0 0 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 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 30 0 27 33 2,179 0 0 4,359 43 6,675 0 0 4 0 4 0 5 0 6 APPROACH % 0% 0% 0% 53% 0% 47% 1% 98% 0% 0% 99% 1%
APP/DEPART 0 / 76 57 / 0 2,216 / 2,209 4,402 / 4,390 0

BEGIN PEAK HR
VOLUMES 0 0 0 12 0 14 11 1,158 0 0 2,491 26 3,715 0 4 0 3 APPROACH % 0% 0% 0% 46% 0% 54% 1% 99% 0% 0% 99% 1%
PEAK HR FACTOR 0.000 0.813 0.823 0.875 0.924
APP/DEPART 0 / 37 26 / 0 1,172 / 1,170 2,517 / 2,508 0 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 0 0 0 27 0 13 6 495 0 0 423 7 971 0 0 3 0 3 0 0 0 2 4:15 PM 0 0 0 14 0 5 2 486 0 0 473 3 983 0 0 6 0 6 0 0 0 0 4:30 PM 0 0 0 7 0 1 1 514 0 0 501 2 1,026 0 0 1 0 1 0 0 0 0 4:45 PM 0 0 0 8 0 6 1 522 0 0 431 4 972 0 0 0 1 1 0 0 0 0 5:00 PM 0 0 0 2 0 3 2 555 0 0 534 3 1,099 0 0 1 0 1 0 0 0 0 5:15 PM 0 0 0 3 0 3 5 568 0 0 444 1 1,024 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 7 0 3 6 675 0 0 484 5 1,180 0 0 1 0 1 0 0 0 1 5:45 PM 0 0 0 5 0 2 13 471 0 0 405 3 899 0 0 1 0 1 0 0 0 0 VOLUMES 0 0 0 73 0 36 36 4,286 0 0 3,695 28 8,168 0 0 13 1 14 0 0 0 3 APPROACH % 0% 0% 0% 67% 0% 33% 1% 99% 0% 0% 99% 1%
APP/DEPART 0 / 64 109 / 0 4,335 / 4,360 3,724 / 3,744 0

BEGIN PEAK HR
VOLUMES 0 0 0 20 0 15 14 2,320 0 0 1,893 13 4,278 0 0 0 1 APPROACH % 0% 0% 0% 57% 0% 43% 1% 99% 0% 0% 99% 1%
PEAK HR FACTOR 0.000 0.625 0.856 0.888 0.906
APP/DEPART 0 / 27 35 / 0 2,336 / 2,341 1,907 / 1,910 0 San Gorgonio

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
San Gorgonio

E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1 7:30 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 8:15 AM 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 8:45 AM 0 0 2 0 2 0 0 0 0 0 0 0 2 0 2 9:00 AM 0 0 0 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 9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 1 3 1 5 0 0 0 0 0 0 1 3 1 5 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 4:45 PM 0 0 0 0 0 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 0 0 5:15 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1 5:30 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 1 3 4 0 0 0 0 0 0 0 1 3 4 RTOR

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Moreno Valley
San Gorgonio
Alessandro

U-TURNS
San Gorgonio San Gorgonio Alessandro Alessandro

BICYCLE CROSSINGS

AMPM AM
7:00 AM
PM
4:45 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns

3.1-90
166 63 0 103 TOTAL 140
109 36 0 73 PM 64
57 27 0 30 AM 76
4,402
3,724
8,126
8,134
3,744
4,390
43 28
71 4,359
3,695
8,054
TOTAL
PM
AM
0 0
0 69
36 33
AM
PM
TOTAL
6,465
4,286
2,179
0 0
0 2,209
4,360
6,569
6,551
4,335
2,216
0 AM 0 0 0 0
0 PM 0 0 0 0
0 TOTAL 0 0 0 0
61 29 0 32 TOTAL 64
35 15 0 20 PM 27
26 14 0 12 AM 37
2,517
1,907
4,424
4,418
1,910
2,508
26 13
39 2,491
1,893
4,384
TOTAL
PM
AM AM 7:00 AM
8 :45 AM
0 0
0 25
14 11
#N/A
AM
PM
TOTAL
3,478
2,320
1,158
PM 4:45 PM
3 :45 PM
0 0
0 1,170
2,341
3,511
3,508
2,336
1,172
0 AM 0 0 0 0
0 PM 0 0 0 0
0 Total 0 0 0 0
San Gorgonio
AimTD LLC

TURNING MOVEMENT COUNTS
San Gorgonio
Alessandro
Alessandro
Moreno Valley
SC1761

ALL HOURS
San Gorgonio
San Gorgonio
Alessandro
Alessandro

PEAK HOUR

3.1-91

DATE: LOCATION: Moreno Valley PROJECT #: SC1761
5/23/18 NORTH & SOUTH: San Gorgonio LOCATION #: 5
WEDNESDAY EAST & WEST: Alessandro CONTROL: SIGNAL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 2 X 1 1 3 X X 3 1 0 0 0 0
7:00 AM 0 0 0 0 0 2 2 204 0 0 640 4 852 0 0 0 0 0 0 1 0 1 7:15 AM 0 0 0 2 0 5 1 254 0 0 673 4 939 0 0 1 0 1 0 2 0 0 7:30 AM 0 0 0 2 0 2 4 282 0 0 486 9 785 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 2 0 5 4 333 0 0 549 1 894 0 0 1 0 1 0 1 0 0 8:00 AM 0 0 0 6 0 1 4 244 0 0 565 2 822 0 0 1 0 1 0 0 0 1 8:15 AM 0 0 0 4 0 4 6 250 0 0 470 1 735 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 1 0 4 3 229 0 0 403 4 644 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 3 0 2 8 207 0 0 322 2 544 0 0 0 0 0 0 1 0 1 9:00 AM 0 0 0 0 0 0 0 0 0 0 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 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 20 0 25 32 2,003 0 0 4,108 27 6,218 0 0 3 0 3 0 5 0 3 APPROACH % 0% 0% 0% 44% 0% 56% 2% 98% 0% 0% 99% 1%
APP/DEPART 0 / 59 45 / 0 2,038 / 2,023 4,135 / 4,136 0

BEGIN PEAK HR
VOLUMES 0 0 0 6 0 14 11 1,073 0 0 2,348 18 3,472 0 4 0 1 APPROACH % 0% 0% 0% 30% 0% 70% 1% 99% 0% 0% 99% 1%
PEAK HR FACTOR 0.000 0.714 0.803 0.874 0.923
APP/DEPART 0 / 29 20 / 0 1,086 / 1,079 2,366 / 2,364 0 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 0 0 0 23 0 12 6 459 0 0 403 4 907 0 0 3 0 3 0 0 0 1 4:15 PM 0 0 0 13 0 4 1 466 0 0 452 3 939 0 0 6 0 6 0 0 0 0 4:30 PM 0 0 0 6 0 1 1 489 0 0 483 1 981 0 0 1 0 1 0 0 0 0 4:45 PM 0 0 0 6 0 6 1 501 0 0 411 1 926 0 0 0 1 1 0 0 0 0 5:00 PM 0 0 0 1 0 2 2 540 0 0 510 1 1,056 0 0 1 0 1 0 0 0 0 5:15 PM 0 0 0 3 0 2 5 544 0 0 429 1 984 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 4 0 3 6 655 0 0 471 5 1,144 0 0 1 0 1 0 0 0 1 5:45 PM 0 0 0 5 0 2 13 455 0 0 388 2 865 0 0 1 0 1 0 0 0 0 VOLUMES 0 0 0 61 0 32 35 4,109 0 0 3,547 18 7,816 0 0 13 1 14 0 0 0 2 APPROACH % 0% 0% 0% 66% 0% 34% 1% 99% 0% 0% 99% 1%
APP/DEPART 0 / 53 93 / 0 4,157 / 4,171 3,566 / 3,592 0

BEGIN PEAK HR
VOLUMES 0 0 0 14 0 13 14 2,240 0 0 1,821 8 4,113 0 0 0 1 APPROACH % 0% 0% 0% 52% 0% 48% 1% 99% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.563 0.852 0.895 0.898
APP/DEPART 0 / 22 27 / 0 2,256 / 2,255 1,830 / 1,836 0 San Gorgonio

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
San Gorgonio

RTORU-TURNS
San Gorgonio San Gorgonio Alessandro Alessandro
AM
7:00 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-92

DATE: LOCATION: Moreno Valley PROJECT #: SC1761
5/23/18 NORTH & SOUTH: San Gorgonio LOCATION #: 5
WEDNESDAY EAST & WEST: Alessandro CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 2 X 1 1 3 X X 3 1 0 0 0 0
7:00 AM 0 0 0 0 0 0 0 16 0 0 19 1 36 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 14 0 0 29 0 43 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 1 0 0 0 19 0 0 27 0 47 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 1 0 0 0 13 0 0 26 2 42 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 12 0 0 19 1 32 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 1 0 1 0 18 0 0 12 0 32 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 23 0 0 17 2 42 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 2 0 1 1 20 0 0 24 0 48 0 0 0 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 0 0 0 0 0 9:15 AM 0 0 0 0 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 5 0 2 1 135 0 0 173 6 322 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 71% 0% 29% 1% 99% 0% 0% 97% 3%
APP/DEPART 0 / 7 7 / 0 136 / 140 179 / 175 0

BEGIN PEAK HR
VOLUMES 0 0 0 2 0 0 0 62 0 0 101 3 168 0 0 0 0 APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 97% 3%
PEAK HR FACTOR 0.000 0.500 0.816 0.897 0.894
APP/DEPART 0 / 3 2 / 0 62 / 64 104 / 101 0 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 0 0 0 2 0 1 0 24 0 0 14 1 42 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 1 1 18 0 0 17 0 37 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 1 0 0 0 17 0 0 13 1 32 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 2 0 0 0 14 0 0 16 2 34 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 1 0 12 0 0 18 0 31 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 1 0 22 0 0 11 0 34 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 1 0 0 0 17 0 0 9 0 27 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 11 0 0 14 0 25 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 6 0 4 1 135 0 0 112 4 262 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 60% 0% 40% 1% 99% 0% 0% 97% 3%
APP/DEPART 0 / 5 10 / 0 136 / 141 116 / 116 0

BEGIN PEAK HR
VOLUMES 0 0 0 5 0 2 1 73 0 0 60 4 145 0 0 0 0 APPROACH % 0% 0% 0% 71% 0% 29% 1% 99% 0% 0% 94% 6%
PEAK HR FACTOR 0.000 0.583 0.771 0.889 0.863
APP/DEPART 0 / 5 7 / 0 74 / 78 64 / 62 0 San Gorgonio

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
San Gorgonio

RTORU-TURNS
San Gorgonio San Gorgonio Alessandro Alessandro
AM
7:00 AM
PM
4:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-93

DATE: LOCATION: Moreno Valley PROJECT #: SC1761
5/23/18 NORTH & SOUTH: San Gorgonio LOCATION #: 5
WEDNESDAY EAST & WEST: Alessandro CONTROL: SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 2 X 1 1 3 X X 3 1 0 0 0 0
7:00 AM 0 0 0 1 0 0 0 2 0 0 3 2 8 0 0 0 0 0 0 0 0 2 7:15 AM 0 0 0 0 0 0 0 4 0 0 4 0 8 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 1 0 0 3 1 5 0 0 1 0 1 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 3 0 0 5 0 8 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 1 0 0 3 0 4 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 1 0 0 5 0 6 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 2 0 0 1 0 3 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 3 0 0 3 1 7 0 0 0 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 0 0 0 0 0 9:15 AM 0 0 0 0 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 1 0 0 0 17 0 0 27 4 50 0 0 1 0 1 0 0 0 2 APPROACH % 0% 0% 0% 100% 0% 0% 0% 94% 0% 0% 87% 13%
APP/DEPART 0 / 4 1 / 0 18 / 18 31 / 28 0

BEGIN PEAK HR
VOLUMES 0 0 0 1 0 0 0 10 0 0 15 3 30 0 0 0 2 APPROACH % 0% 0% 0% 100% 0% 0% 0% 91% 0% 0% 83% 17%
PEAK HR FACTOR 0.000 0.250 0.688 0.900 0.938
APP/DEPART 0 / 3 1 / 0 11 / 11 18 / 16 0 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 0 0 0 1 0 0 0 5 0 0 2 0 8 0 0 0 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 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 2 0 0 2 0 4 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 3 0 0 1 0 4 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 1 0 0 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 2 0 0 0 13 0 0 10 0 25 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 2 / 0 13 / 15 10 / 10 0

BEGIN PEAK HR
VOLUMES 0 0 0 1 0 0 0 10 0 0 5 0 16 0 0 0 0 APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.250 0.500 0.625 0.500
APP/DEPART 0 / 0 1 / 0 10 / 11 5 / 5 0
San Gorgonio

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
San Gorgonio

RTORU-TURNS
San Gorgonio San Gorgonio Alessandro Alessandro
AM
7:00 AM
PM
4:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-94

DATE: LOCATION: Moreno Valley PROJECT #: SC1761
5/23/18 NORTH & SOUTH: San Gorgonio LOCATION #: 5
WEDNESDAY EAST & WEST: Alessandro CONTROL: SIGNAL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 2 X 1 1 3 X X 3 1 0 0 0 0
7:00 AM 0 0 0 1 0 0 0 2 0 0 3 0 6 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 3 0 0 4 2 9 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 2 0 0 0 2 0 0 6 0 10 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 1 0 0 4 0 5 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 2 0 0 3 2 7 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 1 0 0 0 1 0 0 5 0 7 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 1 0 0 7 1 9 0 0 0 0 0 0 0 0 1 8:45 AM 0 0 0 0 0 0 0 3 0 0 4 1 8 0 0 0 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 0 0 0 0 0 9:15 AM 0 0 0 0 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 4 0 0 0 15 0 0 36 6 61 0 0 0 0 0 0 0 0 1 APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 86% 14%
APP/DEPART 0 / 6 4 / 0 15 / 19 42 / 36 0

BEGIN PEAK HR
VOLUMES 0 0 0 1 0 0 0 7 0 0 19 4 31 0 0 0 1 APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 83% 17%
PEAK HR FACTOR 0.000 0.125 0.583 0.719 0.775
APP/DEPART 0 / 4 1 / 0 7 / 8 23 / 19 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 0 0 0 1 0 0 0 6 0 0 2 1 10 0 0 0 0 0 0 0 0 1 4:15 PM 0 0 0 1 0 0 0 2 0 0 3 0 6 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 5 0 0 2 0 7 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 4 0 0 1 1 6 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 1 0 0 4 2 7 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 1 0 0 3 0 4 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 2 0 0 0 2 0 0 2 0 6 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 1 0 0 1 1 3 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 4 0 0 0 22 0 0 18 5 49 0 0 0 0 0 0 0 0 1 APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 78% 22%
APP/DEPART 0 / 5 4 / 0 22 / 26 23 / 18 0

BEGIN PEAK HR
VOLUMES 0 0 0 2 0 0 0 17 0 0 8 2 29 0 0 0 1 APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 80% 20%
PEAK HR FACTOR 0.000 0.500 0.708 0.833 0.725
APP/DEPART 0 / 2 2 / 0 17 / 19 10 / 8 0 San Gorgonio

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
San Gorgonio

RTORU-TURNS
San Gorgonio San Gorgonio Alessandro Alessandro
AM
7:15 AM
PM
4:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-95

DATE: LOCATION: Moreno Valley PROJECT #: SC1761
5/23/18 NORTH & SOUTH: San Gorgonio LOCATION #: 5
WEDNESDAY EAST & WEST: Alessandro CONTROL: SIGNAL
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 2 X 1 1 3 X X 3 1 0 0 0 0
7:00 AM 0 0 0 0 0 0 0 0 0 0 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 1 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 7:45 AM 0 0 0 0 0 0 0 0 0 0 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 1 0 1 0 0 0 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 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 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 9:15 AM 0 0 0 0 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 1 / 1 1 / 1 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.250 0.250 0.500
APP/DEPART 0 / 0 0 / 0 1 / 1 1 / 1 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 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 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 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 50% 50%
APP/DEPART 0 / 1 0 / 0 0 / 0 2 / 1 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 50% 50%
PEAK HR FACTOR 0.000 0.000 0.000 0.250 0.250
APP/DEPART 0 / 1 0 / 0 0 / 0 2 / 1 0
San Gorgonio

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
San Gorgonio

RTORU-TURNS
San Gorgonio San Gorgonio Alessandro Alessandro
AM
7:15 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-96

DATE: LOCATION: Moreno Valley PROJECT #: SC1761
5/23/18 NORTH & SOUTH: San Gorgonio LOCATION #: 5
WEDNESDAY EAST & WEST: Alessandro CONTROL: SIGNAL
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 2 X 1 1 3 X X 3 1 0 0 0 0
7:00 AM 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 1 0 0 3 0 4 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 2 0 0 3 0 5 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 2 0 0 1 0 3 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 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 0 0 0 0 0 9:15 AM 0 0 0 0 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 8 0 0 14 0 22 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 8 / 8 14 / 14 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 4 0 0 10 0 14 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.500 0.833 0.700
APP/DEPART 0 / 0 0 / 0 4 / 4 10 / 10 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 2 0 0 1 0 3 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 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 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 7 0 0 7 0 14 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 7 / 7 7 / 7 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 3 0 0 5 0 8 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.375 0.625 0.667
APP/DEPART 0 / 0 0 / 0 3 / 3 5 / 5 0
San Gorgonio

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
San Gorgonio

RTORU-TURNS
San Gorgonio San Gorgonio Alessandro Alessandro
AM
7:00 AM
PM
4:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-97

T816
DATE: LOCATION: PROJECT #: SC1761
Wed, May 23, 18 NORTH & SOUTH: LOCATION #: 6
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 2 2 2 2 2 1 1 3 1 2 3 1 0 0 0 0 0 0 0 0
7:00 AM 139 154 8 20 27 17 22 164 57 14 488 95 1,205 0 1 5 0 6 7 11 28 19 7:15 AM 149 170 12 16 22 30 29 197 48 20 521 107 1,321 0 2 1 0 3 7 12 25 21 7:30 AM 113 156 16 21 12 19 31 216 51 24 423 127 1,209 0 4 1 2 7 7 14 22 25 7:45 AM 93 143 8 30 20 30 38 217 51 30 455 124 1,239 0 4 3 0 7 1 12 18 30 8:00 AM 137 157 22 30 16 23 32 206 51 23 464 111 1,272 0 6 2 1 9 11 5 23 35 8:15 AM 98 121 9 15 19 20 33 204 33 22 409 104 1,087 0 6 3 0 9 7 12 15 22 8:30 AM 102 90 9 19 11 23 36 209 30 20 348 111 1,008 0 3 0 0 3 3 11 7 32 8:45 AM 107 72 10 17 12 18 29 188 28 12 268 81 842 0 4 0 0 4 7 11 11 27 9:00 AM 0 0 0 0 0 0 0 0 0 0 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 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 938 1,063 94 168 139 180 250 1,601 349 165 3,376 860 9,183 0 30 15 3 48 50 88 149 211 APPROACH % 45% 51% 4% 34% 29% 37% 11% 73% 16% 4% 77% 20% APP/DEPART 2,095 / 2,188 487 / 650 2,200 / 1,836 4,401 / 4,509 0

BEGIN PEAK HR
VOLUMES 492 626 58 97 70 102 130 836 201 97 1,863 469 5,041 26 43 88 111 APPROACH % 42% 53% 5% 36% 26% 38% 11% 72% 17% 4% 77% 19% PEAK HR FACTOR 0.888 0.841 0.953 0.937 0.954
APP/DEPART 1,176 / 1,234 269 / 365 1,167 / 978 2,429 / 2,464 0 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 84 73 26 33 64 53 47 377 93 29 324 88 1,291 0 5 4 0 9 18 27 27 26 4:15 PM 68 51 31 39 111 64 39 393 100 50 340 57 1,343 0 1 0 0 1 22 28 9 28 4:30 PM 87 75 31 45 142 70 44 363 110 49 330 47 1,393 1 5 2 0 8 16 26 15 25 4:45 PM 63 50 28 33 144 50 29 354 116 32 297 25 1,221 0 0 1 0 1 21 22 38 8 5:00 PM 89 75 60 50 163 95 28 431 142 31 340 30 1,534 0 1 1 0 2 21 39 17 12 5:15 PM 98 63 33 45 156 78 31 394 130 31 306 27 1,392 1 5 3 0 9 13 27 23 10 5:30 PM 69 55 28 27 122 49 21 398 135 27 315 31 1,277 0 4 1 0 5 12 20 33 12 5:45 PM 50 28 19 24 83 45 28 435 123 38 305 25 1,203 0 3 5 0 8 10 27 16 11 VOLUMES 608 470 256 296 985 504 267 3,145 949 287 2,557 330 10,654 2 24 17 0 43 133 216 178 132 APPROACH % 46% 35% 19% 17% 55% 28% 6% 72% 22% 9% 81% 10% APP/DEPART 1,334 / 1,074 1,785 / 2,223 4,361 / 3,673 3,174 / 3,684 0

BEGIN PEAK HR
VOLUMES 337 263 152 173 605 293 132 1,542 498 143 1,273 129 5,540 71 114 93 55 APPROACH % 45% 35% 20% 16% 56% 27% 6% 71% 23% 9% 82% 8% PEAK HR FACTOR 0.839 0.869 0.903 0.907 0.903
APP/DEPART 752 / 528 1,071 / 1,248 2,172 / 1,856 1,545 / 1,908 0 Meridian

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
Meridian

E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0 7:45 AM 0 0 0 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 8:15 AM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 8:30 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 8:45 AM 0 0 2 0 2 0 0 0 0 0 0 0 2 0 2 9:00 AM 0 0 0 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 9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 0 3 1 5 0 0 0 1 1 1 0 3 0 4 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 PM 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 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 4:45 PM 0 1 0 1 2 0 0 0 0 0 0 1 0 1 2 5:00 PM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 5:15 PM 1 2 2 0 5 0 0 0 0 0 1 2 2 0 5 5:30 PM 0 9 0 1 10 0 0 0 0 0 0 9 0 1 10 5:45 PM 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2 TOTAL 2 14 3 2 21 0 0 0 0 0 2 14 3 2 21

BICYCLE CROSSINGS

AMPM AM
7:15 AM
PM
4:30 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
RTOR

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Moreno Valley
Meridian
Alessandro

U-TURNS
Meridian Meridian Alessandro Alessandro
Add U-Turns to Left Turns

3.1-98
2,272 684 1,124 464 TOTAL 3,262
1,785 504 9 85 296 PM 1,074
487 180 139 168 AM 2,188
4,401
3,174
7,575
8,193
3,684
4,509
860
330
1,190
3,376
2,557
5,933
TOTAL
PM
AM
165
287
452
517
267
250
AM
PM
TOTAL
4,746
3,145
1,601
1,298
949
349
1,836
3,673
5,509
6,561
4,361
2,200
650 AM 9 38 1,063 94 2,095
2,223 PM 608 470 256 1,334
2,873 TOTAL 1 ,546 1,533 350 3,429
1,340 395 675 270 TOTAL 1,762
1,071 293 6 05 173 PM 528
269 102 70 97 AM 1,234
2,429
1,545
3,974
4,372
1,908
2,464
469
129
598
1,863
1,273
3,136
TOTAL
PM
AM AM 7:15 AM
8 :45 AM
97 143
240
262
132
130
#N/A
AM
PM
TOTAL
2,378
1,542
836 PM 4:30 PM
3 :45 PM
699
498
201
978
1,856
2,834
3,339
2,172
1,167
365 AM 4 92 626 58 1,176
1,248 PM 337 263 152 752
1,613 Total 8 29 889 210 1,928
Meridian
AimTD LLC

TURNING MOVEMENT COUNTS
Meridian
Alessandro
Alessandro
Moreno Valley
SC1761

ALL HOURS
Meridian
Meridian
Alessandro
Alessandro

PEAK HOUR

3.1-99

DATE: LOCATION: Moreno Valley PROJECT #: SC1761
5/23/18 NORTH & SOUTH: Meridian LOCATION #: 6
WEDNESDAY EAST & WEST: Alessandro CONTROL: SIGNAL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 2 2 2 2 2 1 1 3 1 2 3 1 0 0 0 0
7:00 AM 133 146 4 18 25 16 16 148 52 12 471 80 1,121 0 1 3 0 4 4 11 26 16 7:15 AM 140 166 10 14 20 27 24 179 48 16 494 102 1,240 0 2 1 0 3 6 12 25 20 7:30 AM 104 142 15 17 9 17 27 197 49 23 388 115 1,103 0 3 1 2 6 7 13 22 21 7:45 AM 88 135 6 24 17 27 37 203 49 27 425 114 1,152 0 3 3 0 6 1 10 18 27 8:00 AM 127 149 20 27 15 20 29 188 49 21 437 100 1,182 0 6 2 0 8 10 5 21 34 8:15 AM 94 116 8 12 16 16 31 189 27 20 387 91 1,007 0 5 3 0 8 7 11 14 20 8:30 AM 96 81 7 14 10 17 28 194 27 20 325 103 922 0 2 0 0 2 2 8 7 28 8:45 AM 100 61 9 14 9 16 24 169 26 11 248 74 761 0 4 0 0 4 6 9 10 26 9:00 AM 0 0 0 0 0 0 0 0 0 0 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 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 882 996 79 140 121 156 216 1,467 327 150 3,175 779 8,488 0 26 13 2 41 43 79 143 192 APPROACH % 45% 51% 4% 34% 29% 37% 11% 73% 16% 4% 77% 19% APP/DEPART 1,957 / 2,004 417 / 596 2,010 / 1,662 4,104 / 4,226 0

BEGIN PEAK HR
VOLUMES 459 592 51 68 61 91 110 767 195 85 1,744 431 4,677 24 40 86 102 APPROACH % 42% 54% 5% 29% 26% 39% 10% 71% 18% 4% 77% 19% PEAK HR FACTOR 0.872 0.860 0.933 0.924 0.943
APP/DEPART 1,102 / 1,147 234 / 341 1,079 / 888 2,262 / 2,301 0 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 79 65 25 30 62 51 40 357 83 28 301 79 1,200 0 4 4 0 8 18 27 24 24 4:15 PM 65 47 29 34 100 63 37 380 92 45 328 53 1,273 0 1 0 0 1 21 27 9 27 4:30 PM 86 70 31 43 133 66 39 346 104 42 319 43 1,322 1 4 2 0 7 16 26 15 23 4:45 PM 61 48 27 32 137 48 25 337 114 29 290 20 1,168 0 0 1 0 1 20 22 38 7 5:00 PM 87 74 58 43 155 91 26 424 138 30 318 25 1,469 0 0 1 0 1 21 38 16 10 5:15 PM 96 61 32 39 138 76 29 381 124 27 297 24 1,324 1 4 2 0 7 13 27 22 9 5:30 PM 66 53 27 25 112 48 18 383 130 26 305 29 1,222 0 4 1 0 5 12 20 32 11 5:45 PM 48 27 18 23 81 42 26 425 117 37 298 22 1,164 0 3 5 0 8 10 26 16 10 VOLUMES 588 445 247 269 918 485 240 3,033 902 264 2,456 295 10,142 2 20 16 0 38 131 213 172 121 APPROACH % 46% 35% 19% 16% 55% 29% 6% 73% 22% 9% 81% 10% APP/DEPART 1,280 / 984 1,672 / 2,086 4,175 / 3,529 3,015 / 3,543 0

BEGIN PEAK HR
VOLUMES 328 253 148 149 563 281 113 1,488 480 128 1,224 112 5,283 70 113 91 49 APPROACH % 45% 35% 20% 15% 56% 28% 5% 71% 23% 9% 84% 8% PEAK HR FACTOR 0.834 0.866 0.887 0.906 0.899
APP/DEPART 731 / 486 1,001 / 1,173 2,087 / 1,785 1,464 / 1,839 0 Meridian

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
Meridian
AM
7:15 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Meridian Meridian Alessandro Alessandro

3.1-100

DATE: LOCATION: Moreno Valley PROJECT #: SC1761
5/23/18 NORTH & SOUTH: Meridian LOCATION #: 6
WEDNESDAY EAST & WEST: Alessandro CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 2 2 2 2 2 1 1 3 1 2 3 1 0 0 0 0
7:00 AM 4 6 1 1 1 0 4 13 5 0 11 8 54 0 0 1 0 1 1 0 2 1 7:15 AM 7 4 0 1 2 1 2 12 0 2 17 1 49 0 0 0 0 0 0 0 0 0 7:30 AM 7 5 0 1 1 1 2 16 0 0 22 5 60 0 0 0 0 0 0 1 0 1 7:45 AM 4 4 1 2 0 0 1 10 1 1 21 7 52 0 0 0 0 0 0 0 0 1 8:00 AM 8 3 0 1 0 2 3 13 2 2 19 6 59 0 0 0 1 1 0 0 2 1 8:15 AM 3 3 1 1 0 2 2 13 4 2 14 3 48 0 1 0 0 1 0 0 0 0 8:30 AM 3 7 0 2 0 3 6 11 2 0 16 5 55 0 1 0 0 1 0 2 0 4 8:45 AM 6 4 0 2 2 2 5 15 2 1 12 3 54 0 0 0 0 0 0 2 1 1 9:00 AM 0 0 0 0 0 0 0 0 0 0 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 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 42 36 3 11 6 11 25 103 16 8 132 38 431 0 2 1 1 4 1 5 5 9 APPROACH % 52% 44% 4% 39% 21% 39% 17% 72% 11% 4% 74% 21% APP/DEPART 81 / 100 28 / 29 144 / 116 178 / 186 0

BEGIN PEAK HR
VOLUMES 26 16 1 5 3 4 8 51 3 4 79 19 220 0 1 2 3 APPROACH % 60% 37% 2% 42% 25% 33% 13% 82% 5% 4% 77% 18% PEAK HR FACTOR 0.896 0.750 0.861 0.888 0.917
APP/DEPART 43 / 43 12 / 10 62 / 58 103 / 109 0 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 5 4 1 2 1 0 5 14 7 1 19 5 64 0 1 0 0 1 0 0 3 2 4:15 PM 2 2 1 5 8 0 1 10 6 5 9 2 51 0 0 0 0 0 1 0 0 0 4:30 PM 0 3 0 2 8 1 2 12 4 5 10 1 48 0 1 0 0 1 0 0 0 0 4:45 PM 1 0 1 1 4 2 3 13 2 1 5 4 37 0 0 0 0 0 1 0 0 1 5:00 PM 1 1 1 5 5 3 1 5 3 1 17 4 47 0 1 0 0 1 0 1 1 1 5:15 PM 0 1 0 3 9 2 2 11 5 3 6 3 45 0 1 1 0 2 0 0 1 1 5:30 PM 2 1 1 1 9 1 1 13 4 1 7 0 41 0 0 0 0 0 0 0 1 0 5:45 PM 1 0 0 1 2 3 1 9 5 0 5 0 27 0 0 0 0 0 0 1 0 0 VOLUMES 12 12 5 20 46 12 16 87 36 17 78 19 360 0 4 1 0 5 2 2 6 5 APPROACH % 41% 41% 17% 26% 59% 15% 12% 63% 26% 15% 68% 17% APP/DEPART 29 / 50 78 / 99 139 / 108 114 / 103 0

BEGIN PEAK HR
VOLUMES 8 9 3 8 21 3 11 49 19 12 43 12 200 2 0 3 3 APPROACH % 40% 45% 15% 24% 62% 9% 14% 62% 24% 18% 64% 18% PEAK HR FACTOR 0.500 0.654 0.760 0.670 0.781
APP/DEPART 20 / 34 34 / 52 79 / 60 67 / 54 0 Meridian

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
Meridian
AM
7:15 AM
PM
4:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Meridian Meridian Alessandro Alessandro

3.1-101

DATE: LOCATION: Moreno Valley PROJECT #: SC1761
5/23/18 NORTH & SOUTH: Meridian LOCATION #: 6
WEDNESDAY EAST & WEST: Alessandro CONTROL: SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 2 2 2 2 2 1 1 3 1 2 3 1 0 0 0 0
7:00 AM 0 0 0 1 0 0 2 0 0 1 2 1 7 0 0 1 0 1 0 0 0 0 7:15 AM 1 0 1 0 0 2 2 3 0 0 3 2 14 0 0 0 0 0 0 0 0 0 7:30 AM 1 2 0 0 0 1 1 0 0 0 4 2 11 0 0 0 0 0 0 0 0 1 7:45 AM 0 1 0 0 0 2 0 1 1 1 2 1 9 0 0 0 0 0 0 1 0 1 8:00 AM 1 0 2 0 0 0 0 1 0 0 2 0 6 0 0 0 0 0 1 0 0 0 8:15 AM 0 1 0 0 0 1 0 0 0 0 4 2 8 0 0 0 0 0 0 1 0 0 8:30 AM 0 0 0 1 0 0 2 3 1 0 2 0 9 0 0 0 0 0 0 0 0 0 8:45 AM 0 1 0 0 0 0 0 1 0 0 2 0 4 0 0 0 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 0 0 0 0 0 9:15 AM 0 0 0 0 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 3 5 3 2 0 6 7 9 2 2 21 8 68 0 0 1 0 1 1 2 0 2 APPROACH % 27% 45% 27% 25% 0% 75% 39% 50% 11% 6% 68% 26% APP/DEPART 11 / 19 8 / 4 18 / 14 31 / 31 0

BEGIN PEAK HR
VOLUMES 2 3 1 1 0 5 4 4 1 2 11 6 41 0 1 0 2 APPROACH % 33% 50% 17% 17% 0% 83% 40% 40% 10% 11% 58% 32% PEAK HR FACTOR 0.500 0.750 0.500 0.792 0.732
APP/DEPART 6 / 13 6 / 3 10 / 6 19 / 19 0 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 0 1 0 0 0 0 1 1 2 0 1 1 7 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 1 0 0 2 0 0 1 0 4 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 1 1 0 2 1 0 0 1 6 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 1 0 1 0 0 2 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 1 0 0 1 0 0 0 1 1 4 0 0 0 0 0 0 0 0 1 5:15 PM 0 0 0 2 4 0 0 1 0 0 1 0 8 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 1 1 0 1 1 0 0 2 0 6 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 0 0 0 0 0 VOLUMES 0 1 0 4 7 1 3 8 3 1 7 4 39 0 0 0 0 0 0 0 0 1 APPROACH % 0% 100% 0% 33% 58% 8% 21% 57% 21% 8% 58% 33% APP/DEPART 1 / 8 12 / 11 14 / 12 12 / 8 0

BEGIN PEAK HR
VOLUMES 0 0 0 4 5 0 2 2 0 0 5 2 20 0 0 0 1 APPROACH % 0% 0% 0% 44% 56% 0% 50% 50% 0% 0% 71% 29%
PEAK HR FACTOR 0.000 0.375 0.333 0.875 0.625
APP/DEPART 0 / 4 9 / 5 4 / 6 7 / 5 0
Meridian

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
Meridian
AM
7:00 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Meridian Meridian Alessandro Alessandro

3.1-102

DATE: LOCATION: Moreno Valley PROJECT #: SC1761
5/23/18 NORTH & SOUTH: Meridian LOCATION #: 6
WEDNESDAY EAST & WEST: Alessandro CONTROL: SIGNAL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 2 2 2 2 2 1 1 3 1 2 3 1 0 0 0 0
7:00 AM 0 1 3 0 1 1 0 3 0 0 4 4 17 0 0 0 0 0 2 0 0 1 7:15 AM 0 0 1 1 0 0 0 3 0 2 5 2 14 0 0 0 0 0 1 0 0 1 7:30 AM 1 7 1 3 2 0 1 2 0 1 7 5 30 0 1 0 0 1 0 0 0 2 7:45 AM 0 2 0 4 2 1 0 2 0 1 5 2 19 0 1 0 0 1 0 1 0 1 8:00 AM 1 5 0 2 1 1 0 2 0 0 5 5 22 0 0 0 0 0 0 0 0 0 8:15 AM 1 1 0 2 2 1 0 2 0 0 3 7 19 0 0 0 0 0 0 0 0 2 8:30 AM 0 1 1 2 1 3 0 1 0 0 5 3 17 0 0 0 0 0 1 1 0 0 8:45 AM 1 6 1 1 1 0 0 3 0 0 6 4 23 0 0 0 0 0 1 0 0 0 9:00 AM 0 0 0 0 0 0 0 0 0 0 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 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 4 23 7 15 10 7 1 18 0 4 40 32 161 0 2 0 0 2 5 2 0 7 APPROACH % 12% 68% 21% 47% 31% 22% 5% 95% 0% 5% 53% 42% APP/DEPART 34 / 58 32 / 14 19 / 38 76 / 51 0

BEGIN PEAK HR
VOLUMES 3 15 1 9 7 3 1 8 0 2 20 19 90 0 1 0 5 APPROACH % 16% 79% 5% 43% 33% 14% 11% 89% 0% 5% 49% 46% PEAK HR FACTOR 0.528 0.750 0.750 0.788 0.750
APP/DEPART 19 / 37 21 / 9 9 / 18 41 / 26 0 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 0 2 0 1 0 0 1 5 1 0 2 3 15 0 0 0 0 0 0 0 0 0 4:15 PM 0 2 0 0 2 1 1 1 1 0 2 1 11 0 0 0 0 0 0 1 0 0 4:30 PM 0 2 0 0 0 2 3 2 0 1 1 2 13 0 0 0 0 0 0 0 0 2 4:45 PM 0 1 0 0 2 0 1 3 0 1 1 1 10 0 0 0 0 0 0 0 0 0 5:00 PM 1 0 1 1 3 1 0 1 0 0 3 0 11 0 0 0 0 0 0 0 0 0 5:15 PM 1 1 0 1 4 0 0 1 0 0 2 0 10 0 0 0 0 0 0 0 0 0 5:30 PM 1 0 0 0 0 0 1 1 1 0 1 2 7 0 0 0 0 0 0 0 0 1 5:45 PM 1 1 0 0 0 0 1 1 0 1 1 2 8 0 0 0 0 0 0 0 0 1 VOLUMES 4 9 1 3 11 4 8 15 3 3 13 11 85 0 0 0 0 0 0 1 0 4 APPROACH % 29% 64% 7% 17% 61% 22% 31% 58% 12% 11% 48% 41% APP/DEPART 14 / 28 18 / 17 26 / 19 27 / 21 0

BEGIN PEAK HR
VOLUMES 0 7 0 1 4 3 6 11 2 2 6 7 49 0 1 0 2 APPROACH % 0% 100% 0% 13% 50% 38% 32% 58% 11% 13% 40% 47% PEAK HR FACTOR 0.875 0.667 0.679 0.750 0.817
APP/DEPART 7 / 20 8 / 8 19 / 12 15 / 9 0 Meridian

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
Meridian
AM
7:30 AM
PM
4:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Meridian Meridian Alessandro Alessandro

3.1-103

DATE: LOCATION: Moreno Valley PROJECT #: SC1761
5/23/18 NORTH & SOUTH: Meridian LOCATION #: 6
WEDNESDAY EAST & WEST: Alessandro CONTROL: SIGNAL
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 2 2 2 2 2 1 1 3 1 2 3 1 0 0 0 0
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 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 1 0 1 0 0 0 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 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 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 9:15 AM 0 0 0 0 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 1 / 1 1 / 1 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.250 0.250 0.500
APP/DEPART 0 / 0 0 / 0 1 / 1 1 / 1 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 0 0 0 0 0 1 0 0 0 0 1 0 2 0 0 0 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 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 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 0 0 VOLUMES 0 0 0 0 0 1 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 0% 0% 0% 0% 100% 0%
APP/DEPART 0 / 0 1 / 0 0 / 0 1 / 2 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 1 0 0 0 0 1 0 2 0 0 0 0 APPROACH % 0% 0% 0% 0% 0% 100% 0% 0% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.250 0.000 0.250 0.250
APP/DEPART 0 / 0 1 / 0 0 / 0 1 / 2 0
Meridian

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
Meridian
AM
7:15 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Meridian Meridian Alessandro Alessandro

3.1-104

DATE: LOCATION: Moreno Valley PROJECT #: SC1761
5/23/18 NORTH & SOUTH: Meridian LOCATION #: 6
WEDNESDAY EAST & WEST: Alessandro CONTROL: SIGNAL
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 2 2 2 2 2 1 1 3 1 2 3 1 0 0 0 0
7:00 AM 2 1 0 0 0 0 0 0 0 1 0 2 6 0 0 0 0 0 0 0 0 1 7:15 AM 1 0 0 0 0 0 1 0 0 0 2 0 4 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 2 0 2 0 4 0 0 0 0 0 0 0 0 0 7:45 AM 1 1 1 0 1 0 0 1 0 0 2 0 7 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 1 0 0 0 2 0 1 1 5 0 0 0 0 0 0 0 1 0 8:30 AM 3 1 1 0 0 0 0 0 0 0 0 0 5 0 0 0 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 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 0 0 0 0 0 9:15 AM 0 0 0 0 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 7 3 2 0 2 0 1 3 4 1 7 3 33 0 0 0 0 0 0 0 1 1 APPROACH % 58% 25% 17% 0% 100% 0% 13% 38% 50% 9% 64% 27% APP/DEPART 12 / 7 2 / 7 8 / 5 11 / 14 0

BEGIN PEAK HR
VOLUMES 4 2 1 0 1 0 1 1 2 1 6 2 21 0 0 0 1 APPROACH % 57% 29% 14% 0% 100% 0% 25% 25% 50% 11% 67% 22% PEAK HR FACTOR 0.583 0.250 0.500 0.750 0.750
APP/DEPART 7 / 5 1 / 4 4 / 2 9 / 10 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 0 1 0 0 1 1 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 4:15 PM 1 0 1 0 0 0 0 0 1 0 0 1 4 0 0 0 0 0 0 0 0 1 4:30 PM 1 0 0 0 0 0 0 1 1 1 0 0 4 0 0 0 0 0 0 0 0 0 4:45 PM 1 1 0 0 1 0 0 0 0 0 1 0 4 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 1 1 0 1 0 3 0 0 0 0 0 0 0 0 0 5:15 PM 1 0 1 0 1 0 0 0 1 1 0 0 5 0 0 0 0 0 0 0 0 0 5:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 1 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 VOLUMES 4 3 3 0 3 1 0 2 5 2 2 1 26 0 0 0 0 0 0 0 0 1 APPROACH % 40% 30% 30% 0% 75% 25% 0% 29% 71% 40% 40% 20% APP/DEPART 10 / 4 4 / 10 7 / 5 5 / 7 0

BEGIN PEAK HR
VOLUMES 3 1 1 0 2 0 0 2 3 2 2 0 16 0 0 0 0 APPROACH % 60% 20% 20% 0% 100% 0% 0% 40% 60% 50% 50% 0% PEAK HR FACTOR 0.625 0.500 0.625 1.000 0.800
APP/DEPART 5 / 1 2 / 7 5 / 3 4 / 5 0
Meridian

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
Meridian
AM
7:00 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

RTORU-TURNS
Meridian Meridian Alessandro Alessandro

3.1-105

T816
DATE: LOCATION: PROJECT #: SC1761
Wed, May 23, 18 NORTH & SOUTH: LOCATION #: 12
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 1.5 X 1.5 X 3 1 X 3 1 0 0 0 0 0 0 0 0
7:00 AM 0 0 0 34 0 53 0 127 59 0 592 43 908 0 0 0 0 0 0 11 9 0 7:15 AM 0 0 0 30 0 64 0 145 70 0 602 42 953 0 0 0 0 0 0 4 4 0 7:30 AM 0 0 0 44 0 59 0 175 98 0 553 44 973 0 0 0 0 0 0 6 10 0 7:45 AM 0 0 0 38 0 86 0 186 77 0 516 48 951 0 0 0 0 0 0 22 5 0 8:00 AM 0 0 0 36 0 64 0 185 70 0 514 26 895 0 0 0 0 0 0 8 4 0 8:15 AM 0 0 0 45 0 68 0 180 51 0 440 26 810 0 0 0 0 0 0 16 5 0 8:30 AM 0 0 0 44 0 59 0 160 59 0 402 31 755 0 0 0 0 0 0 13 3 0 8:45 AM 0 0 0 2 0 2 0 153 46 0 331 20 554 0 0 0 0 0 0 1 0 0 9:00 AM 0 0 0 0 0 0 0 0 0 0 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 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 273 0 455 0 1,311 530 0 3,950 280 6,799 0 0 0 0 0 0 81 40 0 APPROACH % 0% 0% 0% 38% 0% 63% 0% 71% 29% 0% 93% 7%
APP/DEPART 0 / 280 728 / 530 1,841 / 1,584 4,230 / 4,405 0

BEGIN PEAK HR
VOLUMES 0 0 0 146 0 262 0 633 304 0 2,263 177 3,785 0 43 28 0 APPROACH % 0% 0% 0% 36% 0% 64% 0% 68% 32% 0% 93% 7%
PEAK HR FACTOR 0.000 0.823 0.858 0.947 0.973
APP/DEPART 0 / 177 408 / 304 937 / 779 2,440 / 2,525 0 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 0 0 0 80 0 82 0 309 106 0 386 25 988 0 0 0 0 0 0 35 4 0 4:15 PM 0 0 0 39 0 91 0 394 86 0 328 24 962 0 0 0 0 0 0 26 12 1 4:30 PM 0 0 0 46 0 85 0 327 117 0 342 28 945 0 0 0 0 0 0 23 7 0 4:45 PM 0 0 0 50 0 51 0 352 83 0 297 27 860 0 0 0 0 0 0 22 5 1 5:00 PM 0 0 0 50 0 100 0 391 114 0 298 47 1,000 0 0 0 0 0 0 27 11 0 5:15 PM 0 0 0 55 0 74 0 365 106 0 285 31 916 0 0 0 0 0 0 18 4 0 5:30 PM 0 0 0 54 0 106 0 364 113 0 300 20 957 0 0 0 0 0 0 39 3 0 5:45 PM 0 0 0 81 0 86 0 341 96 0 258 24 886 0 0 0 0 0 0 13 4 0 VOLUMES 0 0 0 455 0 675 0 2,843 821 0 2,494 226 7,514 0 0 0 0 0 0 203 50 2 APPROACH % 0% 0% 0% 40% 0% 60% 0% 78% 22% 0% 92% 8%
APP/DEPART 0 / 226 1,130 / 821 3,664 / 3,298 2,720 / 3,169 0

BEGIN PEAK HR
VOLUMES 0 0 0 185 0 327 0 1,464 400 0 1,265 126 3,767 0 98 35 2 APPROACH % 0% 0% 0% 36% 0% 64% 0% 79% 21% 0% 91% 9%
PEAK HR FACTOR 0.000 0.853 0.923 0.940 0.942
APP/DEPART 0 / 126 512 / 400 1,864 / 1,649 1,391 / 1,592 0 I-215 SB Ramps

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
I-215 SB Ramps

E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0 7:45 AM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 2 1 3 0 0 0 1 1 0 0 2 0 2 9:00 AM 0 0 0 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 9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 3 3 6 0 0 0 2 2 0 0 3 1 4 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 PM 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 0 0 4:15 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 4:30 PM 1 0 2 1 4 0 0 0 0 0 1 0 2 1 4 4:45 PM 0 0 0 0 0 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 0 0 5:15 PM 0 0 1 1 2 0 0 0 0 0 0 0 1 1 2 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 TOTAL 1 1 4 2 8 0 1 0 0 1 1 0 4 2 7 RTOR
Queue WB AM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Moreno Valley
I-215 SB Ramps
Alessandro

U-TURNS
I-215 SB Ramps I-215 SB Ramps Alessandro Alessandro

BICYCLE CROSSINGS

AMPM AM
7:00 AM
PM
4:15 PM

ALL PED AND BIKE PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns

3.1-106
1,858 1,130 0 728 TOTAL 506
1,130 675 0 455 PM 226
728 455 0 273 AM 280
4,230
2,720
6,950
7,574
3,169
4,405
280
226
506
3,950
2,494
6,444
TOTAL
PM
AM
0 0
0 0
0 0
AM
PM
TOTAL
4,154
2,843
1,311
1,351
821
530
1,584
3,298
4,882
5,505
3,664
1,841
530 AM 0 0 0 0
821 PM 0 0 0 0
1,351 TOTAL 0 0 0 0
920 589 0 331 TOTAL 303
512 327 0 185 PM 126
408 262 0 146 AM 177
2,440
1,391
3,831
4,117
1,592
2,525
177
126
303
2,263
1,265
3,528
TOTAL
PM
AM AM 7:00 AM
8 :45 AM
0 0
0 0
0 0
#N/A
AM
PM
TOTAL
2,097
1,464
633 PM 4:15 PM
3 :45 PM
704
400
304
779
1,649
2,428
2,801
1,864
937
304 AM 0 0 0 0
400 PM 0 0 0 0
704 Total 0 0 0 0
I-215 SB Ramps
AimTD LLC

TURNING MOVEMENT COUNTS
I-215 SB Ramps
Alessandro
Alessandro
Moreno Valley
SC1761

ALL HOURS
I-215 SB Ramps
I-215 SB Ramps
Alessandro
Alessandro

PEAK HOUR

3.1-107

DATE: LOCATION: Moreno Valley PROJECT #: SC1761
5/23/18 NORTH & SOUTH: I-215 SB Ramps LOCATION #: 12
WEDNESDAY EAST & WEST: Alessandro CONTROL: SIGNAL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 1.5 X 1.5 X 3 1 X 3 1 0 0 0 0
7:00 AM 0 0 0 18 0 44 0 110 58 0 560 39 829 0 0 0 0 0 0 10 9 0 7:15 AM 0 0 0 22 0 55 0 126 68 0 569 38 878 0 0 0 0 0 0 3 4 0 7:30 AM 0 0 0 33 0 53 0 155 92 0 516 36 885 0 0 0 0 0 0 5 10 0 7:45 AM 0 0 0 32 0 73 0 169 68 0 488 36 866 0 0 0 0 0 0 18 4 0 8:00 AM 0 0 0 27 0 53 0 169 59 0 490 22 820 0 0 0 0 0 0 7 4 0 8:15 AM 0 0 0 32 0 59 0 167 46 0 415 20 739 0 0 0 0 0 0 13 5 0 8:30 AM 0 0 0 35 0 54 0 149 53 0 381 24 696 0 0 0 0 0 0 10 2 0 8:45 AM 0 0 0 0 0 1 0 139 39 0 302 17 498 0 0 0 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 0 0 0 0 0 9:15 AM 0 0 0 0 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 199 0 392 0 1,184 483 0 3,721 232 6,211 0 0 0 0 0 0 66 38 0 APPROACH % 0% 0% 0% 34% 0% 66% 0% 71% 29% 0% 94% 6%
APP/DEPART 0 / 232 591 / 483 1,667 / 1,383 3,953 / 4,113 0

BEGIN PEAK HR
VOLUMES 0 0 0 105 0 225 0 560 286 0 2,133 149 3,458 0 36 27 0 APPROACH % 0% 0% 0% 32% 0% 68% 0% 66% 34% 0% 93% 7%
PEAK HR FACTOR 0.000 0.786 0.856 0.940 0.977
APP/DEPART 0 / 149 330 / 286 846 / 665 2,282 / 2,358 0 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 0 0 0 69 0 80 0 293 102 0 364 22 930 0 0 0 0 0 0 34 4 0 4:15 PM 0 0 0 36 0 81 0 369 84 0 311 22 903 0 0 0 0 0 0 24 12 1 4:30 PM 0 0 0 41 0 76 0 318 111 0 328 28 902 0 0 0 0 0 0 21 6 0 4:45 PM 0 0 0 43 0 49 0 336 79 0 284 26 817 0 0 0 0 0 0 22 5 1 5:00 PM 0 0 0 44 0 94 0 386 109 0 278 47 958 0 0 0 0 0 0 26 11 0 5:15 PM 0 0 0 50 0 73 0 352 101 0 272 30 878 0 0 0 0 0 0 17 3 0 5:30 PM 0 0 0 45 0 99 0 348 106 0 293 19 910 0 0 0 0 0 0 37 3 0 5:45 PM 0 0 0 74 0 81 0 334 94 0 245 24 852 0 0 0 0 0 0 11 4 0 VOLUMES 0 0 0 402 0 633 0 2,736 786 0 2,375 218 7,150 0 0 0 0 0 0 192 48 2 APPROACH % 0% 0% 0% 39% 0% 61% 0% 78% 22% 0% 92% 8%
APP/DEPART 0 / 218 1,035 / 786 3,522 / 3,138 2,593 / 3,008 0

BEGIN PEAK HR
VOLUMES 0 0 0 213 0 347 0 1,420 410 0 1,088 120 3,598 0 91 21 0 APPROACH % 0% 0% 0% 38% 0% 62% 0% 78% 22% 0% 90% 10%
PEAK HR FACTOR 0.000 0.903 0.924 0.929 0.939
APP/DEPART 0 / 120 560 / 410 1,830 / 1,633 1,208 / 1,435 0 I-215 SB Ramps

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
I-215 SB Ramps

RTORU-TURNS
I-215 SB Ramps I-215 SB Ramps Alessandro Alessandro
AM
7:00 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-108

DATE: LOCATION: Moreno Valley PROJECT #: SC1761
5/23/18 NORTH & SOUTH: I-215 SB Ramps LOCATION #: 12
WEDNESDAY EAST & WEST: Alessandro CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 1.5 X 1.5 X 3 1 X 3 1 0 0 0 0
7:00 AM 0 0 0 2 0 5 0 10 1 0 22 3 43 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 2 0 1 0 12 2 0 21 1 39 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 6 0 2 0 16 3 0 22 6 55 0 0 0 0 0 0 1 0 0 7:45 AM 0 0 0 3 0 8 0 11 8 0 21 11 62 0 0 0 0 0 0 4 1 0 8:00 AM 0 0 0 5 0 5 0 10 8 0 14 4 46 0 0 0 0 0 0 1 0 0 8:15 AM 0 0 0 5 0 7 0 10 2 0 11 5 40 0 0 0 0 0 0 3 0 0 8:30 AM 0 0 0 6 0 4 0 5 4 0 14 7 40 0 0 0 0 0 0 3 0 0 8:45 AM 0 0 0 1 0 1 0 9 6 0 17 2 36 0 0 0 0 0 0 1 0 0 9:00 AM 0 0 0 0 0 0 0 0 0 0 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 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 30 0 33 0 83 34 0 142 39 361 0 0 0 0 0 0 13 1 0 APPROACH % 0% 0% 0% 48% 0% 52% 0% 71% 29% 0% 78% 22%
APP/DEPART 0 / 39 63 / 34 117 / 113 181 / 175 0

BEGIN PEAK HR
VOLUMES 0 0 0 19 0 22 0 47 21 0 68 26 203 0 9 1 0 APPROACH % 0% 0% 0% 46% 0% 54% 0% 69% 31% 0% 72% 28%
PEAK HR FACTOR 0.000 0.854 0.895 0.734 0.819
APP/DEPART 0 / 26 41 / 21 68 / 66 94 / 90 0 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 0 0 0 3 0 1 0 15 2 0 14 3 38 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 1 0 10 0 16 2 0 13 1 43 0 0 0 0 0 0 2 0 0 4:30 PM 0 0 0 3 0 5 0 8 2 0 10 0 28 0 0 0 0 0 0 2 0 0 4:45 PM 0 0 0 3 0 1 0 15 3 0 10 1 33 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 2 0 4 0 1 4 0 15 0 26 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 4 0 1 0 8 4 0 10 1 28 0 0 0 0 0 0 1 0 0 5:30 PM 0 0 0 4 0 5 0 15 6 0 3 1 34 0 0 0 0 0 0 1 0 0 5:45 PM 0 0 0 3 0 2 0 6 1 0 11 0 23 0 0 0 0 0 0 2 0 0 VOLUMES 0 0 0 23 0 29 0 84 24 0 86 7 253 0 0 0 0 0 0 8 0 0 APPROACH % 0% 0% 0% 44% 0% 56% 0% 78% 22% 0% 92% 8%
APP/DEPART 0 / 7 52 / 24 108 / 107 93 / 115 0

BEGIN PEAK HR
VOLUMES 0 0 0 10 0 17 0 54 9 0 47 5 142 0 4 0 0 APPROACH % 0% 0% 0% 37% 0% 63% 0% 86% 14% 0% 90% 10%
PEAK HR FACTOR 0.000 0.614 0.875 0.765 0.826
APP/DEPART 0 / 5 27 / 9 63 / 64 52 / 64 0 I-215 SB Ramps

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
I-215 SB Ramps

RTORU-TURNS
I-215 SB Ramps I-215 SB Ramps Alessandro Alessandro
AM
7:30 AM
PM
4:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-109

DATE: LOCATION: Moreno Valley PROJECT #: SC1761
5/23/18 NORTH & SOUTH: I-215 SB Ramps LOCATION #: 12
WEDNESDAY EAST & WEST: Alessandro CONTROL: SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: X X X 1.5 X 1.5 X 3 1 X 3 1 0 0 0 0
7:00 AM 0 0 0 0 0 1 0 1 0 0 3 0 5 0 0 0 0 0 0 1 0 0 7:15 AM 0 0 0 1 0 2 0 2 0 0 5 1 11 0 0 0 0 0 0 1 0 0 7:30 AM 0 0 0 1 0 2 0 0 1 0 3 1 8 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 1 0 1 0 0 0 0 0 1 3 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 1 0 1 0 2 1 0 2 0 7 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 1 0 1 0 0 1 0 5 1 9 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 3 1 0 1 0 5 0 0 0 0 0 0 0 1 0 8:45 AM 0 0 0 0 0 0 0 1 0 0 3 0 4 0 0 0 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 0 0 0 0 0 9:15 AM 0 0 0 0 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 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 5 0 8 0 9 4 0 22 4 52 0 0 0 0 0 0 2 1 0 APPROACH % 0% 0% 0% 38% 0% 62% 0% 69% 31% 0% 85% 15%
APP/DEPART 0 / 4 13 / 4 13 / 14 26 / 30 0

BEGIN PEAK HR
VOLUMES 0 0 0 4 0 6 0 4 2 0 10 3 29 0 1 0 0 APPROACH % 0% 0% 0% 40% 0% 60% 0% 67% 33% 0% 77% 23%
PEAK HR FACTOR 0.000 0.833 0.500 0.542 0.659
APP/DEPART 0 / 3 10 / 2 6 / 8 13 / 16 0 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4:00 PM 0 0 0 0 0 1 0 1 1 0 1 0 4 0 0 0 0 0 0 1 0 0 4:15 PM 0 0 0 0 0 0 0 1 0 0 0 1 2 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 1 0 0 1 0 1 0 3 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 1 0 0 0 0 1 0 1 0 3 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 1 0 0 0 1 0 0 3 0 5 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 2 1 0 0 0 3 0 0 0 0 0 0 0 1 0 5:30 PM 0 0 0 0 0 0 0 1 1 0 3 0 5 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 VOLUMES 0 0 0 2 0 2 0 6 5 0 10 1 26 0 0 0 0 0 0 1 1 0 APPROACH % 0% 0% 0% 50% 0% 50% 0% 55% 45% 0% 91% 9%
APP/DEPART 0 / 1 4 / 5 11 / 8 11 / 12 0

BEGIN PEAK HR
VOLUMES 0 0 0 2 0 0 0 4 3 0 7 0 16 0 0 1 0 APPROACH % 0% 0% 0% 100% 0% 0% 0% 57% 43% 0% 100% 0%
PEAK HR FACTOR 0.000 0.500 0.583 0.583 0.800
APP/DEPART 0 / 0 2 / 3 7 / 6 7 / 7 0
I-215 SB Ramps

NORTH SIDE
Alessandro WEST SIDE EAST SIDE Alessandro

SOUTH SIDE
I-215 SB Ramps

RTORU-TURNS
I-215 SB Ramps I-215 SB Ramps Alessandro Alessandro
AM
7:15 AM
PM
4:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-110