CPC Report Appendix F Traffic Analysis — Riverside City Council, April 21, 2026

APPENDIX F
Traffic Analysis
Mikasa Multi-Family
Traffic Impact Analysis
Prepared For Prepared By
I
mpact Sciences
811 W 7th Street, Suite 200
Los Angeles, CA 90017
CR Associates
3900 Fifth Avenue, Suite 310
San Diego, CA 92103

MIKASA LUXURY VILLAS

RESIDENTIAL DEVELOPEMNT

PROJECT
JULY 2025
Traffic Impact Analysis
Mikasa Multi-Family
Traffic Impact Analysis

Page i

Executive Summary
The purpose of this Traffic Impact Analysis (TIA) is to evaluate how the proposed Mikasa Multi-Family residential project (the “Project”) will affect the surrounding local transportation network, as well as to determine if transportation improvements will be needed.

The Project proposes to construct 117 multi-family units spread across the addresses of 4618 Jones Avenue, 4663 Hedrick Avenue, and 4705 Hedrick Avenue in the City of Riverside. Access to the site will be provided via two driveways with one on Jones Avenue and one on Hedrick Avenue, providing both ingress and egress into and out of the Project site.

Summary
This section provides a discussion on the findings from the TIA prepared per the City of Riverside Traffic Impact Analysis Guidelines for Vehicle Miles Traveled and Level of Service Assessment, July 2020 (City Guidelines). The Project has been evaluated during the peak period of the AM (7 AM to 9 AM) and PM (4 PM to 6 PM) under the following scenarios:

• Existing Conditions
• 2027 Background Conditions (Existing + 2045 Cumulative Projects) • 2027 Background Conditions Plus Project
• 2045 Cumulative No Project Conditions (Ambient Growth to the 2045 Cumulative Horizon) • 2045 Cumulative Plus Project Conditions

Table ES.1 displays the level of service (LOS) intersection results under the study scenarios.

Table ES.1 – Peak Hour Intersection LOS Results Summary Source: CR Associates (2024)
Note:
1 Intersection does not exist in all “without project” scenarios

Intersection Peak Hour
LOS
Existing
2027
Background
Conditions
2027
Background
Plus Project
2045
Cumulative
No Project
2045
Cumulative
Plus Project

1. Jones Avenue &
Cook Avenue

AM B C C C C

PM B C C C C

2. Hedrick Avenue &
Hole Avenue

AM B B B B B

PM B B B B B

3. Jones Avenue &
Project Driveway
#1/Hole Avenue

AM A A A A A

PM A A A A A

4. Hedrick Avenue &
Project Driveway
#21

AM - - A - A

PM - - A - A
Mikasa Multi-Family
Traffic Impact Analysis

Page ii

Recommended Improvements
Intersection Analysis
Based on the City guidelines, the addition of Project traffic would not cause any study intersection currently operating at an acceptable LOS C or better degrade to an LOS D or worse. However, as one of the parcels is a 5th cycle housing element site, the Project will be conditioned to install flashing LED-lit stop signs at all approaches at the intersection of Cook Avenue and Jones Avenue.

Roadway Segment Analysis
Based on the City guidelines, the addition of Project traffic would not cause any studied roadway segments currently operating at an acceptable LOS D or better to degrade to an LOS of E or F.

Therefore, no roadway segment improvements are required or proposed.

Mikasa Multi-Family
Traffic Impact Analysis

Page iii

Table of Contents
Executive Summary ................................ ................................ ................................ ................................ . i

1.0 Introduction ................................ ................................ ................................ ................................ ... 6 Project Description .................................................................................................................................... 6 Project Trip Generation .............................................................................................................................. 6 Project Trip Distribution & Assignment ..................................................................................................... 9 Project Study Area ..................................................................................................................................... 9 Report Organization ................................................................................................................................. 13

2.0 Analysis Methodology and Thresholds ................................ ................................ ....................... 14 Level of Service (LOS) Definition ............................................................................................................. 14 Peak Hour Intersection LOS Standards and Thresholds ....................................................................... 15

2.2.1 Signalized Intersections ................................................................................................................ 15

2.2.2 Unsignalized Intersections ........................................................................................................... 16 Roadway Segment LOS Standards and Thresholds .............................................................................. 16 Intersection and Roadway Segment General Plan Consistency Requirements ................................... 17

2.4.1 Intersections .................................................................................................................................. 17

2.4.2 Roadway Segments ...................................................................................................................... 17

3.0 Project Setting ................................ ................................ ................................ ............................ 18 Study Area Roadway System ................................................................................................................... 18 Transit Service ......................................................................................................................................... 18

4.0 Existing Conditions ................................ ................................ ................................ ..................... 19 Existing Traffic Volumes .......................................................................................................................... 19 Existing Traffic Conditions ....................................................................................................................... 19

5.0 2027 Background Conditions ................................ ................................ ................................ .... 23 2027 Background Traffic Volumes ......................................................................................................... 23 2027 Background Traffic Conditions...................................................................................................... 29 2027 Background with Project Traffic Volumes .................................................................................... 30 2027 Background with Project Traffic Conditions ................................................................................. 30

6.0 2045 Cumulative Conditions ................................ ................................ ................................ ..... 33 2045 Cumulative Traffic Volumes .......................................................................................................... 33 2045 Cumulative Traffic Conditions ....................................................................................................... 35 2045 Cumulative with Project Traffic Volumes ...................................................................................... 35 2045 Cumulative with Project Traffic Conditions .................................................................................. 36

7.0 Improvements & Recommendations ................................ ................................ ......................... 39 Determination of the Need for Off-Site Improvements to Accommodate Project Traffic – 2027 Background with Project and 2045 Cumulative with Project Conditions ....................................................... 39

8.0 Site Access and Signal Warrants ................................ ................................ ............................... 40 Site Access ............................................................................................................................................... 40 Internal Circulation .................................................................................................................................. 40 Traffic Signal Warrants ............................................................................................................................ 40

Mikasa Multi-Family
Traffic Impact Analysis

Page iv

Appendices
Appendix A - City of Riverside Housing Element Excerpt
Appendix B - Scoping Agreement
Appendix C - Traffic Counts
Appendix D - Signal Timing Information
Appendix E - RTA Route 12 Details
Appendix F - LOS Calculation Worksheets – Existing Conditions Appendix G - 2045 Cumulative Projects Information
Appendix H - LOS Calculation Worksheets – 2027 Background without Project Conditions Appendix I - LOS Calculation Worksheets – 2027 Background with Project Conditions Appendix J - RIVCOM Excerpts
Appendix K - LOS Calculation Worksheets – 2045 Cumulative without Project Conditions Appendix L - LOS Calculation Worksheets – 2045 Cumulative with Project Conditions Appendix M - Traffic Signal Warrants

Figures
Figure 1.1 – Project’s Regional Location ................................................................................................................... 7 Figure 1.2 – Project Site Plan ..................................................................................................................................... 8 Figure 1.3 – Project Trip Distribution ....................................................................................................................... 10 Figure 1.4 – Project Primary Trip Assignment ......................................................................................................... 11 Figure 1.5 – Project Study Area ................................................................................................................................ 12 Figure 4.1 – Intersection Geometrics – Existing Conditions ................................................................................... 20 Figure 4.2 – Peak Hour Intersection Volumes – Existing Conditions ..................................................................... 21 Figure 5.1 – 2045 Cumulative Projects ................................................................................................................... 24 Figure 5.2 – 2045 Cumulative Projects Trip Assignment ....................................................................................... 25 Figure 5.3 – Peak Hour Intersection Volumes – 2027 Background Conditions.................................................... 26 Figure 5.4 – Peak Hour Intersection Volumes – 2027 Background with Project Conditions ............................... 32 Figure 6.1 – Peak Hour Intersection Volumes – 2045 Cumulative Conditions ..................................................... 34 Figure 6.2 – Peak Hour Intersection Volumes – 2045 Cumulative with Project Conditions ................................ 37

Mikasa Multi-Family
Traffic Impact Analysis

Page v

Tables
Table ES.1 – Peak Hour Intersection LOS Results Summary ..................................................................................... i Table 1.1 – Project Trip Generation ........................................................................................................................... 6 Table 2.1 – LOS Definitions ...................................................................................................................................... 14 Table 2.2– Signalized Intersection LOS Operational Analysis Method .................................................................. 15 Table 2.3 – LOS Criteria for Stop-Controlled Unsignalized Intersections ............................................................... 16 Table 2.4 – City of Riverside Roadway Capacity1 .................................................................................................... 17 Table 4.1 – Peak Hour Intersection LOS Results – Existing Conditions ................................................................. 19 Table 4.2 – Roadway Segment LOS Results – Existing Conditions ........................................................................ 22 Table 5.1 2045 Cumulative Project Trip Generation ............................................................................................ 27 Table 5.1 2045 Cumulative Project Trip Generation (cont.) ................................................................................. 28 Table 5.1 2045 Cumulative Project Trip Generation (cont.) ................................................................................. 29 Table 5.2 – Peak Hour Intersection LOS Results – 2027 Background Conditions ............................................... 29 Table 5.3 – Roadway Segment LOS Results – 2027 Background Conditions ...................................................... 30 Table 5.4 – Peak Hour Intersection LOS Results – 2027 Background with Project Conditions .......................... 31 Table 5.5 – Roadway Segment LOS Results – 2027 Background with Project Conditions .................................. 31 Table 6.1 – Peak Hour Intersection LOS Results – 2045 Cumulative Conditions ................................................ 35 Table 6.2 – Roadway Segment LOS Results – 2045 Cumulative Conditions........................................................ 35 Table 6.3 – Peak Hour Intersection LOS Results – 2045 Cumulative with Project Conditions ............................ 36 Table 6.4 – Roadway Segment LOS Results – 2045 Cumulative with Project Conditions ................................... 38 Mikasa Multi-Family
Traffic Impact Analysis

Page 6 ends

1.0 Introduction
The purpose of this Traffic Impact Analysis (TIA) is to evaluate how the proposed Mikasa Multi-Family residential project (the “Project”) will affect the surrounding local transportation network, as well as to determine if transportation improvements will be needed.

Project Description
The Project is located on three currently vacant parcels between Hedrick Avenue and Jones Avenue, in the City of Riverside. The Project will involve the construction of 117 multi-family units across the three parcels. Of these parcels, one is designated as a 5th cycle Housing Element site and approximately 53 units will be constructed on that parcel. An excerpt from the Housing Element depicting the parcel is included as Appendix A. Access to the site will be provided via two driveways with one on Jones Avenue and one on Hedrick Avenue, providing both ingress and egress into and out of the Project site. Figure 1.1 displays the Project’s regional location. Figure 1.2 displays the project site plan.

Project Trip Generation
Per the City guidelines, the Project’s trip generation was calculated based upon rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11 th Edition.

Table 1.1 displays the total project trip generation.

Table 1.1 – Project Trip Generation
Land Use Units Trip Rate ADT AM Peak Hour PM Peak Hour
Trips Split In Out Trips Split In Out
Multi-Family
Residential 117 DU 6.74 / DU 789 55 24:76 13 42 67 63:37 42 25 Project Total 789 55 - 13 42 67 - 42 25
Source; Institute of Transportation Engineers Trip Generation Manual 11th Edition; CR Associates (2024)

As shown, the Project would generate a total of 789 average daily trips, including 55 (13-in/42-out) AM peak hour trips and 67 (42-in/25-out) PM peak hour trips. These primary trips were utilized for the analysis of all study area intersections.

Mikasa Residential
Traffic Impact Analysis
Figure 1.1
Project Regional Location
·}91
Project
Site
^
Hole Avenue
TylerStreet
MagnoliaAvenue
VanBurenBoulevard
Arlington Avenue
WellsAvenue
N
0 21 Miles
Figure 1.2
Project Site Plan
Mikasa Residential
Traffic Impact Analysis
BLDG "K"
Type 614 UNITS
#63-76
23-Car
Parking
Garage
ENTRY
FOOTPRINT AREA:
8769 SQ.FT
ENTRY
FOOTPRINT AREA:
9097 SQ.FT
26-Car
Parking
Garage
14 UNITS
#49-62BLDG "M"
Type 5R
1-Car
Garage
1-Car
Garage
1-Car
Garage
BLDG "I"
Type 4
UNIT # 28 UNIT # 29 UNIT # 30 UNIT # 31 UNIT # 32 UNIT # 33 UNIT # 34 1-Car
Garage
1-Car
Garage
1-Car
Garage
1-Car
Garage

ENTRYENTRY
ENTRY
ENTRY
ENTRY
ENTRY
ENTRY
FOOTPRINT AREA:
5013 SQ.FT
1-Car
Garage
1-Car
Garage
1-Car
Garage
UNIT # 115 UNIT # 116 UNIT # 117

MAINTENANCE
ROOM

LEASING
OFFICE
BLDG "P"
Type 8
FOOTPRINT AREA:
2683 SQ.FT
UNIT # 8
UNIT # 7
UNIT # 9
1-Car
Garage
BLDG "B"
Type 1R
ENTRY
ENTRY
ENTRY
1-Car
Garage
1-Car Garage
FOOTPRINT AREA:
2217 SQ.FT
JONES AVE.

HEDRICK AVE.

DECORATIVE PAVERS

DRIVEWAY

ASPHALT

DRIVEWAY

ASPHALT

DRIVEWAY
1 2

OPEN SPACE

ASPHALT

DRIVEWAY
LC
LC
LC
LC
LC
LC
LC
LCLCLC

ASPHALT

DRIVEWAY

CURRENT PROPERTIES ADDRESS
(E) 2-CAR
GARAGE
(E) 2-CAR
GARAGE
(E)STORAGE
LC
C
LC
(E) 1-STORY

SINGLE FAMILY

RESIDENCE
(E) 1-STORY

SINGLE FAMILY

RESIDENCE
(E) 1-STORY

SINGLE FAMILY

RESIDENCE
(E) 1-STORY

SINGLE FAMILY

RESIDENCE
(E) 1-STORY

SINGLE FAMILY

RESIDENCE
(E) 1-STORY

SINGLE FAMILY

RESIDENCE
(E) 1-STORY

SINGLE FAMILY

RESIDENCE
(E) 1-STORY

SINGLE FAMILY

RESIDENCE
(E) 1-STORY

SINGLE FAMILY

RESIDENCE
(E) 1-STORY

SINGLE FAMILY

RESIDENCE
(E) 1-STORY

SINGLE FAMILY

RESIDENCE
(E) 1-STORY

SINGLE FAMILY

RESIDENCE
L
COOK AVE.

LC
JONES AVE.

LC
CL
HEDRICK AVE.LC
LC
PATH
PATH
PATH
PATH

ASPHALTDRIVEWAY
26 27
PATH
40 Pool & SPA
22' x 52'
8 PATH
Pool
Equip.
2 3
4 5
6 8
9 10
11 14
15 16
17 18
19 20
21 22
23 7
Restroom
Showers
Restroom
Showers
12 30
32 33
34 37
38 28
UNIT # 2
UNIT # 3
UNIT # 1
1-Car
Garage
BLDG "A"
Type 1
ENTRY
ENTRY
ENTRY
1-Car
Garage
1-Car Garage
FOOTPRINT AREA:
2217 SQ.FT
UNIT # 5UNIT # 6 UNIT # 4
1-Car Garage
BLDG "C"
Type 1

ENTRYENTRYENTRY
1-Car
Garage
1-Car
Garage
FOOTPRINT AREA:
2217 SQ.FT
UNIT # 11
UNIT # 10
UNIT # 12
1-Car Garage
BLDG "D"
Type 1R
ENTRY
ENTRY
ENTRY
1-Car
Garage
1-Car
Garage
FOOTPRINT AREA:
2217 SQ.FT
1-Car
Garage
1-Car
Garage
UNIT # 13 UNIT # 14 UNIT # 15
BLDG "E"
Type 2
1-Car
Garage

ENTRYENTRYENTRY
FOOTPRINT AREA:
2229 SQ.FT
1-CarGarage
1-CarGarage
UNIT # 16
UNIT # 17
UNIT # 18
BLDG "F"
(Type 2)
1-CarGarage
ENTRY
ENTRY
ENTRY
FOOTPRINT AREA:
2229 SQ.FT
1-CarGarage
1-CarGarage
UNIT # 19
UNIT # 20
UNIT # 21
BLDG "G"
(Type 2)
1-CarGarage
ENTRY
ENTRY
ENTRY
FOOTPRINT AREA:
2229 SQ.FT
1 UNIT # 22 UNIT # 23
BLDG "H"
Type 3
UNIT # 24
UNIT # 25 UNIT # 26 UNIT # 27
1-Car
Garage
1-Car
Garage
1-Car
Garage
1-Car
Garage
1-Car
Garage
1-Car
Garage
FOOTPRINT AREA:
4317 SQ.FT
Tot Lot
Kids Plays
BLDG "Q"
Type 9 ENTRY
FOOTPRINT AREA:
963 SQ.FT
ENTRY
25-Car
Parking
Garage
BLDG "J"
Type 5
14 UNITS
#35-48
FOOTPRINT AREA:
9097 SQ.FT
ENTRY
FOOTPRINT AREA:
9097 SQ.FT
26-Car
Parking
Garage
14 UNITS
#49-62BLDG "N"
Type 5R
PATIO
PATIO
17-Car
Parking
Garage
BLDG "O"
Type 7
10 UNITS
#105-114
ADA
UNIT # 106
ADA
UNIT # 105
ENTRY
ENTRY

FOOTPRINT AREA
9235 SQ.FT.

ENTRY
ENTRY
24 35
PATH
PATH
13 25
39 36
TE-1R
TE-1
TE-1
TE-2R
9 3
7 5 64
1110
12 13TE-2
23-Car
Parking
Garage
BLDG "L"
Type 6R 14 UNITS
#77-90
ENTRY
FOOTPRINT AREA:
8769 SQ.FT
31 1
2 3
4 29
(E) 2-STORY

MULTY FAMILY

RESIDENCE
(E) CARPORT
(E) 2-STORY

MULTY FAMILY

RESIDENCE
(E) 2-STORY

MULTY FAMILY

RESIDENCE
(E) 2-STORY

MULTY FAMILY

RESIDENCE
(E) POOL
(E) CARPORT(E) CARPORT(E) CARPORT

SITE PLAN KEYNOTES

BUILDINGS AREA CALCULATION

ARC HITEC TURAL S ITE PLAN

BUILDING

NAM E PER
PLAN
A

BUILDING
TYPE
TYPE 1
UNIT
TYPES
AREA
S Q.FT.

UNIT

QUAN TITY
BUILDING AREA, SQ.FT

LIVING GARAGE OPEN SPACE
A
1BR
B
2BR
BR
2BR

FOOTPRINT
AREA
S Q.FT.
2 NUM BER

OF STORY
1 LIVING AREA: 1ST FLOOR 453
2ND FLOOR 584
TOTAL LIVING AREA: 1037
1-CAR GARAGE 246
BALCONY 88
1 1
3 349 790 276 2 217
B
C
D
E
TYPE 1 2
3 387 765 263 2 229
TYPE 1R 2
1 1
TYPE 1R 2
H TYPE 3 2

HATCH LEGEND
C
1BR
D
2BR
DR
2BR
6 528 1 476 488 4 317
K TYPE 6 3
M
Q TYPE 9 2 969
LIVING AREA: 1ST FLOOR 485
2ND FLOOR 671
TOTAL LIVING AREA: 1156
1-CAR GARAGE 272
BALCONY 94

BUILDING

NAM E PER
PLAN

BUILDING
TYPE AREA, SQ.FT

FOOTPRINT
AREA
S Q.FT.

NUM BER

OF STORY

SITE PLAN LEGEND

LANDSCAPING NOT E

FIRE DEPARTM ENT NOTES
GYM 761 COMMUNITY HALL 937 TOTAL 1 698 LIVING AREA: 1ST FLOOR 485
2ND FLOOR 671
TOTAL LIVING AREA: 1156
1-CAR GARAGE 272
BALCONY 94
AR
1BR 1
LIVING AREA: 1ST FLOOR 453
2ND FLOOR 584
TOTAL LIVING AREA: 1037
1-CAR GARAGE 246
BALCONY 88
B
2BR
BR
2BR
LIVING AREA: 1ST FLOOR 485
2ND FLOOR 671
TOTAL LIVING AREA: 1156
1-CAR GARAGE 272
BALCONY 94
LIVING AREA: 1ST FLOOR 485
2ND FLOOR 671
TOTAL LIVING AREA: 1156
1-CAR GARAGE 272
BALCONY 94
1 3 349 790 276 2 217
A
1BR
B
2BR
BR
2BR
1 LIVING AREA: 1ST FLOOR 453
2ND FLOOR 584
TOTAL LIVING AREA: 1037
1-CAR GARAGE 246
BALCONY 88
1 1
1 1
LIVING AREA: 1ST FLOOR 485
2ND FLOOR 671
TOTAL LIVING AREA: 1156
1-CAR GARAGE 272
BALCONY 94
LIVING AREA: 1ST FLOOR 485
2ND FLOOR 671
TOTAL LIVING AREA: 1156
1-CAR GARAGE 272
BALCONY 94
AR
1BR 1
LIVING AREA: 1ST FLOOR 453
2ND FLOOR 584
TOTAL LIVING AREA: 1037
1-CAR GARAGE 246
BALCONY 88
B
2BR
BR
2BR
LIVING AREA: 1ST FLOOR 485
2ND FLOOR 671
TOTAL LIVING AREA: 1156
1-CAR GARAGE 272
BALCONY 94
LIVING AREA: 1ST FLOOR 485
2ND FLOOR 671
TOTAL LIVING AREA: 1156
1-CAR GARAGE 272
BALCONY 94
1 3 349 790 276 2 217
3 349 790 276 2 217
TYPE 2
LIVING AREA: 1ST FLOOR 457
2ND FLOOR 590
TOTAL LIVING AREA: 1047
1-CAR GARAGE 237
BALCONY 75
1 LIVING AREA: 1ST FLOOR 496
2ND FLOOR 674
TOTAL LIVING AREA: 1170
1-CAR GARAGE 264
BALCONY 94
LIVING AREA: 1ST FLOOR 496
2ND FLOOR 674
TOTAL LIVING AREA: 1170
1-CAR GARAGE 264
BALCONY 94
1 F TYPE 2
2 2
G TYPE 2 2
3 387 765 263 2 229
LIVING AREA: 1ST FLOOR 457
2ND FLOOR 590
TOTAL LIVING AREA: 1047
1-CAR GARAGE 237
BALCONY 75
1 LIVING AREA: 1ST FLOOR 496
2ND FLOOR 674
TOTAL LIVING AREA: 1170
1-CAR GARAGE 264
BALCONY 94
LIVING AREA: 1ST FLOOR 496
2ND FLOOR 674
TOTAL LIVING AREA: 1170
1-CAR GARAGE 264
BALCONY 94
1 3 387 765 263 2 229
LIVING AREA: 1ST FLOOR 457
2ND FLOOR 590
TOTAL LIVING AREA: 1047
1-CAR GARAGE 237
BALCONY 75
1 LIVING AREA: 1ST FLOOR 496
2ND FLOOR 674
TOTAL LIVING AREA: 1170
1-CAR GARAGE 264
BALCONY 94
LIVING AREA: 1ST FLOOR 496
2ND FLOOR 674
TOTAL LIVING AREA: 1170
1-CAR GARAGE 264
BALCONY 94
1 C
1BR
D
2BR
DR
2BR
C
1BR
D
2BR
DR
2BR
1 1
1 LIVING AREA: 1ST FLOOR 457
2ND FLOOR 590
TOTAL LIVING AREA: 1047
1-CAR GARAGE 237
BALCONY 75
4 LIVING AREA: 1ST FLOOR 496
2ND FLOOR 674
TOTAL LIVING AREA: 1170
1-CAR GARAGE 264
BALCONY 94
LIVING AREA: 1ST FLOOR 496
2ND FLOOR 674
TOTAL LIVING AREA: 1170
1-CAR GARAGE 264
BALCONY 94
1 C
1BR
D
2BR
DR
2BR
1 I TYPE 4 2 7 575 1 713 563 5 013
LIVING AREA: 1ST FLOOR 457
2ND FLOOR 590
TOTAL LIVING AREA: 1047
1-CAR GARAGE 237
BALCONY 75
5 LIVING AREA: 1ST FLOOR 496
2ND FLOOR 674
TOTAL LIVING AREA: 1170
1-CAR GARAGE 264
BALCONY 94
LIVING AREA: 1ST FLOOR 496
2ND FLOOR 674
TOTAL LIVING AREA: 1170
1-CAR GARAGE 264
BALCONY 94
1 C
1BR
D
2BR
DR
2BR
1 J TYPE 5 3
E
1BR
ER
1BR
F
2BR
FR
2BR
ADA G
2BR
H
2BR
ADA G1
2BR
2 2
4 2
1 2
1 14 468 7 956 1 886 9 097
TOTAL LIVING AREA: 718
BALCONY 95
TOTAL LIVING AREA: 718
BALCONY 95
TOTAL LIVING AREA: 1176
BALCONY 125
TOTAL LIVING AREA: 1176
BALCONY 125
TOTAL LIVING AREA: 1197
BALCONY 130
TOTAL LIVING AREA: 1073
BALCONY 96
TOTAL LIVING AREA: 1097
BALCONY 434
14 468 7 467 1 582 7 467
E
1BR
ER
1BR
2 2
F
2BR
FR
2BR
4 4
H
2BR 2
L TYPE 6R 3
TYPE 5R 3
ENTRY HALL AND STAIRS 595
HALLWAYS ( 2x539 ) 1078 UTILITY ROOM 109 CLOSETS ( 2x51 ) 102 O TYPE 7 2
ADA IR
2BR
E
1BR
ER
1BR
TOTAL LIVING AREA: 718
BALCONY 95
TOTAL LIVING AREA: 718
BALCONY 95
F
2BR
FR
2BR
TOTAL LIVING AREA: 1176
BALCONY 125
TOTAL LIVING AREA: 1176
BALCONY 125
J
2BR
JR
2BR
K
1BR
L

S TUDIO
1 1
1 1
1 1
1 1
1 ENTRY HALL AND STAIRS 500 2-ND FLOOR HALLWAY 403 UTILITY ROOM 58 9 315 6 595 9 235
TOTAL LIVING AREA: 974
PATIO 182
TOTAL LIVING AREA: 1164
BALCONY 311
TOTAL LIVING AREA: 1164
BALCONY 311
TOTAL LIVING AREA: 644
BALCONY 95
TOTAL LIVING AREA: 607
BALCONY 87
P TYPE 8 2
N
1BR
O
1BR
P
2BR
LEASING OFFICE 966 MAIL ROOM 148 MAINTENANCE ROOM 400 LIVING AREA: 1ST FLOOR 94
2ND FLOOR 1078
TOTAL LIVING AREA: 1172
1-CAR GARAGE 340
BALCONY 108
TOTAL LIVING AREA: 621
BALCONY 82
1-CAR GARAGE 330
TOTAL LIVING AREA: 613
BALCONY 82
1-CAR GARAGE 316
2 406 986 272 2 683
ADA GR
2BR
HR
2BR
ADA G1R
2BR
2 4
1 2
1 N TYPE 5R 3
ADA I
2BR 1TOTAL LIVING AREA: 974
PATIO 182

FENCE & GATE ELEVATIONIRON FENCE DETAILS, TYPDETAIL
1 DETAIL
2 14 468 7 956 1 886 9 097
14 468 7 956 1 886 9 097
(25-CARS)
(25-CARS)
(25-CARS)
E
1BR
ER
1BR
2 2
TOTAL LIVING AREA: 718
BALCONY 95
TOTAL LIVING AREA: 718
BALCONY 95
F
2BR
FR
2BR
TOTAL LIVING AREA: 1176
BALCONY 125
TOTAL LIVING AREA: 1176
BALCONY 125
ENTRY HALL AND STAIRS 595
HALLWAYS ( 2x539 ) 1078 UTILITY ROOM 109 CLOSETS ( 2x51 ) 102 TOTAL LIVING AREA: 1197
BALCONY 130
TOTAL LIVING AREA: 1097
BALCONY 434
TOTAL LIVING AREA: 1073
BALCONY 96
ADA GR
2BR
HR
2BR
ADA G1R
2BR
2 4
1 2
1 E
1BR
ER
1BR
2 2
TOTAL LIVING AREA: 718
BALCONY 95
TOTAL LIVING AREA: 718
BALCONY 95
F
2BR
FR
2BR
TOTAL LIVING AREA: 1176
BALCONY 125
TOTAL LIVING AREA: 1176
BALCONY 125
ENTRY HALL AND STAIRS 595
HALLWAYS ( 2x539 ) 1078 UTILITY ROOM 109 CLOSETS ( 2x51 ) 102 TOTAL LIVING AREA: 1197
BALCONY 130
TOTAL LIVING AREA: 1097
BALCONY 434
TOTAL LIVING AREA: 1073
BALCONY 96
(17-CARS)
(23-CARS)
14 468 7 467 1 582 7 467
(23-CARS)
TOTAL LIVING AREA: 718
BALCONY 95
TOTAL LIVING AREA: 718
BALCONY 95
TOTAL LIVING AREA: 1176
BALCONY 125
TOTAL LIVING AREA: 1176
BALCONY 125
TOTAL LIVING AREA: 1073
BALCONY 96
ADA G
2BR 2TOTAL LIVING AREA: 1197
BALCONY 130
E
1BR
ER
1BR
2 2
F
2BR
FR
2BR
4 4
TOTAL LIVING AREA: 718
BALCONY 95
TOTAL LIVING AREA: 718
BALCONY 95
TOTAL LIVING AREA: 1176
BALCONY 125
TOTAL LIVING AREA: 1176
BALCONY 125
HR
2BR 2TOTAL LIVING AREA: 1073
BALCONY 96
ADA GR
2BR 2TOTAL LIVING AREA: 1197
BALCONY 130
ENTRY HALL AND STAIRS 595 HALLWAYS ( 2x539 ) 1078 CLOSETS (2x51) 51 PUBLIC RESTROOMS & SHOWERS 169
UTILITY ROOMS ( 56+45 ) 101 1 2
364
(patios)
1 239
(balconies)

MAILBOXES NOTES TRAFFIC NOTE
3" RAISED

CROSSWALK
3" RAISED

CROSSWALK
3" RAISED
CROSSWALK 3" RAISED

CROSSWALK
3" RAISED

CROSSWALK
3" RAISEDCROSSWALK3" RAISED

CROSSWALK FIRE TURN
AROUND
3" RAISEDCROSSWALK
3" RAISEDCROSSWALK
3" RAISED

CROSSWALK

PEDESTRIAN STENCIL

STOP MARKING

PEDESTRIAN STENCIL

STOP MARKING

PEDESTRIAN STENCIL

STOP MARKING

PEDESTRIAN STENCIL

STOP MARKING

PEDESTRIAN STENCIL

STOP MARKING

PEDESTRIAN STENCIL

STOP MARKING
ENTRY HALL AND STAIRS 595 HALLWAYS ( 2x539 ) 1078 CLOSETS (2x51) 51 PUBLIC RESTROOMS & SHOWERS 169
UTILITY ROOMS ( 56+45 ) 101

AIR C ONDITION UNIT M OUNTAIN DETAILDETAIL
4 C OM BO RETAINING W ALL W ITH IRON RAILINGDETAIL
3 REVISIONS

FORM WITHOUT THE WRITTEN PERMISSION OF CENTURY
CENTURY HERITAGE BUILDERS, INC. ; THEREFORE,

SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIM ENSIONS
AND CONDITIONS SHOWN BY THESE PLANS.

THEY M UST NOT BE REPRODUCED OR COPIED IN ANY

PLANS, ARE THE INTELLECTUAL PROPERTY OF

THE IDEAS, DRAWINGS, AND LAYOUTS SHOWN IN THESE

PREFERENCE OVER SCALED DIM ENSIONS, CONTRACTORS

WRITTEN DIMENSIONS OF THESE DRAWINGS SHALL TAKE
N OTIC E:

HERITAGE BUILDERS, INC.

JOB #:

SCALE:

DRAWN:

DATE:

OWNER:

A & L CAPITAL
PROJEC T:
"M IKASA LUXURY VILLAS"
SHEET:

TITLE:

SHEETSOF CENTURY HERITAGE BUILDERS, INC.
0 6 2 3
PREPARED UNDER SUPERVISION OF:

Mikasa Multi-Family
Traffic Impact Analysis

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Project Trip Distribution & Assignment
The project trip distribution was developed in coordination with City of Riverside staff as well as based on the geographical location of the project, the characteristics of the proposed land use, nearest freeway facilities, and location of major shopping centers, schools, and other communities.

Additionally, a review of existing travel patterns was conducted for the project site’s tract via Replica big data
1 hosting services. Per Replica’s big data hosting services, it was determined that the majority of trips from the project area would travel along Hole Avenue in both the east and west directions. Figure 1.3 displays the project trip distribution pattern for the Project. Based on the project trip generation and distribution, AM/PM peak hour project trips were assigned to the adjacent study intersections. Figure 1.4 displays the primary trip assignment.

Project Study Area
The project study area was developed in coordination with the City of Riverside staff. The TIA includes the analysis of the following roadway segments and intersections:

Roadway Segments

1. Jones Avenue from Hole Avenue to Mobley Avenue

2. Hedrick Avenue from Hole Avenue to Wells Avenue

Intersections

1. Hedrick Avenue & Hole Avenue (side-street stop-controlled)

2. Jones Avenue & Hole Avenue (signalized)

3. Jones Avenue & Project Driveway #1/Cook Avenue (all-way stop-controlled)

4. Hedrick Avenue & Project Driveway #2 (side-street stop-controlled)1

1 Intersection provides project access and does not currently exist; therefore, it is only analyzed under the “with Project” scenarios.

The study locations were established in consultation with City staff through the Traffic Analysis Scoping process. A copy of the Traffic Analysis Scoping Form is provided in Appendix B. Figure 1.5 displays the project study area.

1 Big Data – Describes the collection of complex and large data sets that is difficult to capture, process, store, search, and analyze using conventional data base systems.

Mikasa Residential
Traffic Impact Analysis
Figure 1.3
Project Trip Distribution
Project
Site30%
70%
30%
30%
10%
10%
50%
50%
Trip DistributionXX%
Hole Ave
HedrickAve
JonesAve
CookAve
WellsAve
Collett Ave
PolkSt
MobleyAve
N
0 0.250.125 Miles
! ! ! !


 

     
Legend
Jones Ave & Hole AveHedrick Ave & Hole Ave Hedrick Ave & Project Driveway #2Jones Ave & Project Driveway #1 / Cook Ave
4 / 3
1 / 47 / 21
4 / 13
13 / 7
21 / 12
4 / 13
1 / 4
4 / 3
7 / 21
13 / 7
21 / 12
4321
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Figure 1.4
Project Trip Assignment
Study Intersection
Peak Hour Volumes
Turn Movements
*Names of North-South
cross-streets always
listed first
!

AM / PM
  
N

NOT TO SCALE
X
Mikasa Residential
Traffic Impact Analysis
Figure 1.5
Project Study Area
Project
Site
Hole Ave
HedrickAve
JonesAve
CookAve
WellsAve
Collett Ave
PolkSt
MobleyAve
!1
!4
!3
!2
Study Intersection!#
Study Roadway N
0 0.250.125 Miles
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Report Organization
Following this introductory chapter, this report is organized into the following chapters:

2. Analysis Methodology – This chapter reviews the methods utilized to evaluate any potential inconsistencies associated with the implementation of the Project, as required by the City guidelines for a TIA.

3. Project Setting – This chapter describes the Project’s land uses and associated trip generation. Additional information such as trip distribution patterns and project trip assignment are also included in this chapter, which is used to determine the project study area.

4. Existing Conditions – This chapter describes and evaluates the existing transportation network. The operations of the vehicular, pedestrian, bicycle, and transit facilities within the study area are evaluated and substandard facilities are identified. LOS analyses and results are provided for Existing Conditions.

5. 2027 Background Conditions – This chapter describes the 2027 Background traffic volumes by adding other projects volumes to existing traffic volumes. It also analyzes any change in the transportation network caused by the Project. The Project’s generated traffic is added to the 2027 Background conditions volumes to evaluate “with Project” conditions. LOS analyses and results are provided for 2027 Background and 2027 Background with Project conditions.

6. 2045 Cumulative Conditions - This chapter describes the 2045 Cumulative traffic volumes by growing existing traffic volumes according to the cumulative horizon as determined by the Riverside County Transportation Model (RIVCOM). It also analyzes any change in the transportation network caused by the Project. The Project’s generated traffic is added to the 2045 Cumulative conditions volumes to evaluate “with Project” conditions. LOS analyses and results are provided for 2045 Cumulative and 2045 Cumulative with Project conditions.

7. Improvements and Recommendations – This chapter identifies any substandard facilities and provides improvement requirements to improve substandard facilities to acceptable LOS or pre-project conditions.

8. Site Access and Signal Warrants – This chapter discusses site access and traffic signal warrants conducted at all studied unsignalized intersections.

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2.0 Analysis Methodology and Thresholds
This TIA was performed in accordance with the standards and requirements identified in the City Guidelines. Detailed information on intersection analysis methodologies, standards, and thresholds are discussed in the following sections.

Level of Service (LOS) Definition
LOS is a quantitative measure describing operational conditions within a traffic stream, and the motorist’s and/or passengers’ perception of operations. A LOS definition generally describes these conditions in terms of such factors as delay, speed, travel time, freedom to maneuver, interruptions in traffic flow, queuing, comfort, and convenience.

Table 2.1 describes generalized definitions of the
various LOS categories (A through F) as applied to roadway operations.

Table 2.1 – LOS Definitions
LOS
Category Definition of Operation
A
This LOS represents a completely free-flow condition, where the operation of vehicles is virtually unaffected by the presence of other vehicles and only constrained by the geometric features of the highway and by driver preferences.

B
This LOS represents a relatively free-flow condition, although the presence of other vehicles becomes noticeable. Average travel speeds are the same as in LOS A, but drivers have slightly less freedom to maneuver.

C At this LOS, the influence of traffic density on operations becomes marked. The ability to maneuver within the traffic stream is clearly affected by other vehicles.

D At this LOS, the ability to maneuver is notably restricted due to traffic congestion, and only minor disruptions can be absorbed without extensive queues forming and the service deteriorating.

E
This LOS represents operations at or near capacity. LOS E is an unstable level, with vehicles operating with minimum spacing for maintaining uniform flow. At LOS E, disruptions cannot be dissipated readily thus causing deterioration down to LOS F.

F
At this LOS, forced or breakdown of traffic flow occurs, although operations appear to be at capacity, queues form behind these breakdowns. Operations within queues are highly unstable, with vehicles experiencing brief periods of movement followed by stoppages.

Source: Highway Capacity Manual 6th Edition

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Peak Hour Intersection LOS Standards and Thresholds
This section presents the methodologies used to perform peak hour intersection capacity analysis.

The following assumptions were utilized in conducting all intersection LOS analyses:
 Peak Hour Factor – PHF information was obtained from the June 2024 (Wednesday, June 12) peak hour intersection count data, included in Appendix C, and utilized for Existing and 2027 Background analysis. Per City guidelines, a PHF of 0.95 was utilized at all intersections for 2045 Cumulative analysis.
 Signal Timing – Obtained from field observations. Inputs consistent with City Guidelines regarding minimum greens, yellow and red clearances, and cycle length. See Appendix D for
all signalized intersection inputs.

2.2.1 Signalized Intersections
Signalized intersections were analyzed using the Highway Capacity 6th Edition signalized intersection analysis methodology. This method defines LOS in terms of delay, or more specifically, average stopped delay per vehicle. Delay is a measure of driver and/or passenger discomfort, frustration, fuel consumption and lost travel time. The LOS criteria used for the analysis of signalized intersections are described in
Table 2.2, identifying the thresholds of control delays and the associated LOS. The computerized analysis of intersection operations was performed utilizing the Synchro Version 11 traffic analysis software by Trafficware Ltd.

Table 2.2– Signalized Intersection LOS Operational Analysis Method Average Stopped
Delay Per Vehicles
(seconds)
Level of Service (LOS) Characteristics
<10
LOS A describes operations with very low delay. This occurs when progression is extremely favorable, and most vehicles do not stop at all. Short cycle lengths may also contribute to low delay.
>10– 20 LOS B describes operations with generally good progression and/or short cycle lengths. More vehicles stop than for LOS A, causing higher levels of average delay. >20 – 35
LOS C describes operations with higher delays, which may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear at this level.

The number of vehicles stopping is significant at this level, although many still pas s through the intersection without stopping.
>35– 55
LOS D describes operations with high delay, resulting from some combination of unfavorable progression, long cycle lengths, or high volumes. The influence of congestion becomes more noticeable, and individual cycle failures are noticeable. >55 – 80 LOS E is considered the limit of acceptable delay. Individual cycle failures are frequent occurrences.
>80
LOS F describes a condition of excessively high delay, considered unacceptable to most drivers. This condition often occurs when arrival flow rates exceed the LOS D capacity of the intersection. Poor progression and long cycle lengths may also be major contributing causes to such delay.

Source: Highway Capacity Manual 6th Edition

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2.2.2 Unsignalized Intersections
Unsignalized intersections were analyzed using the Highway Capacity 6th Edition side-street stop (Chapter 20) and all-way stop (Chapter 21) intersection analysis methodology. The computerized analysis of intersection operations was performed utilizing the Synchro Version 11 traffic analysis software by Trafficware Ltd.

LOS was determined as follows:
 Side-Street Stop Intersections – Reported for the worst-case approach.  All-Way Stop Intersections – Average intersection delay reported.

The LOS criteria used for the analysis of unsignalized intersections are described in Table 2.3.

Table 2.3 – LOS Criteria for Stop-Controlled Unsignalized Intersections Average Stopped Delay Per Vehicle (Seconds) LOS Characteristics 0 – 10 A
> 10 – 15 B
> 15 – 25 C
> 25 – 35 D
> 35 – 50 E
> 50 F
Source: Highway Capacity Manual 6th Edition

Roadway Segment LOS Standards and Thresholds
This section presents the methodologies used to perform roadway segment capacity analysis. All studied roadway segments were done in accordance with the City Guidelines. Table 2.4 displays the roadway segment capacity table from the City Guidelines.

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Table 2.4 – City of Riverside Roadway Capacity1
Roadway
Classification Number of Lanes Two-Way Traffic Volume (ADT)2 Service Level C Service Level D Service Level E
Local 2 2,500 – 2,799 2,800 – 3,099 3,100+
Collector (66’ or
80’) 2 9,900 – 11,199 11,200 – 12,499 12,500+
Arterial3 2 14,400 – 16,199 16,200 – 17,999 18,000+
Arterial (88’) 4 16,800 – 19,399 19,400 – 21,199 22,000+ Arterial (100’) 4 26,200 – 29,599 29,600 – 32,999 33,000+ Arterial (120’) 6 38,700 – 44,099 44,100 – 49,499 49,500+ Arterial (144’) 8 50,600 – 57,799 57,800 – 64,999 65,000+ Source: City of Riverside Traffic Impact Analysis Guidelines July 2020 Note:
1 All capacity figures are based on optimum conditions and are intended as guidelines for planning purposes only 2 Maximum two-way ADT values are based on the 1999 Modified Highway Capacity Manual Level of Service tables 3 Two-lane roadways designated as future arterials that conform to arterial design standards for vertical and horizonal alignments are analyzed as arterials

Intersection and Roadway Segment General Plan
Consistency Requirements
This section presents the requirements that must be fulfilled in order to be considered consistent with the City’s General Plan.

2.4.1 Intersections
Intersections are considered consistent with the acceptable LOS for the City’s General Plan if they meet the following criteria:
 LOS C is to be maintained at all street intersections  LOS D is to be maintained at intersections of Collector or higher classification Operational improvements would be required if the addition of project traffic causes either peak hour LOS to degrade from acceptable to unacceptable or for the peak hour delay to increase as follows:
 LOS A/B By 10 seconds
 LOS C By 8 seconds
 LOS D By 5 seconds
 LOS E By 2 seconds
 LOS F By 1 second

2.4.2 Roadway Segments
Roadway segments are considered acceptable LOS if they maintain at least LOS D or better in accordance with the roadway capacity provided in Table 2.4. Roadway segment improvements would be required should the project cause either of the following:
 Any study roadway segments operating at a LOS D or better without project traffic in which the addition of project traffic causes the segment to degrade to an LOS E or F  Any roadway segment that operates unacceptably in the no project scenario where the project adds traffic in excess of 5% of the roadway capacity Mikasa Multi-Family
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3.0 Project Setting
This chapter provides a detailed description of the active transportation facilities within the project study area.

Study Area Roadway System
Description of all major transportation network facilities located within ½ mile distance of the project site are provided below.

North-South Roadways
Jones Avenue – This north-south 2-lane undivided roadway has a posted speed limit of 25 miles per hour. Currently, there are no bicycle facilities and sidewalks are only present on the west side of the roadway south of Cook Avenue. Parking is generally permitted on both sides of the roadway. Jones Avenue is designated as a Collector roadway in the City of Riverside’s General Plan Circulation Element (City’s General Plan).

Hedrick Avenue – This north-south 2-lane undivided roadway has a posted speed limit of 25 miles per hour. Currently, there are no bicycle facilities and sidewalks are only present along the east side of the roadway south of Mimosa Hill Court. Parking is generally permitted on both sides of the roadway. Hedrick Avenue is designated as a Local roadway in the City’s General Plan.

East-West Roadways
Hole Avenue – This east-west 4-lane with two-way left-turn lane roadway has a posted speed limit of 40 miles per hour. There are no bicycle facilities on either side of the roadway between Hedrick Avenue and Jones Avenue. Sidewalks are present on both sides of the roadway between Hedrick Avenue and Jones Avenue. Parking is prohibited on both sides of the roadway. Hole Avenue is designated as an Arterial roadway in the City’s General Plan.

Transit Service
Transit service to the project area is provided by the Riverside Transit Agency (RTA). The bus stop closest to the project site is located at the intersection of La Sierra Avenue and Pierce Street. A description of the bus route serving the project area is provided below. Detailed information regarding the below route is included in
Appendix E.

RTA Route 12 (La Cadena & Interchange – Downtown Riverside – Corona Hills Plaza) This bus route operates between the Mckinley Street interchange and downtown Riverside. Route 856 operates Monday through Friday from approximately 5:05 AM to 11:01 PM with approximately one-hour headways, weekends from approximately 6:27 AM to 8:28 PM with approximately one-hour headways.

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4.0 Existing Conditions
This chapter provides an analysis of the existing vehicular operations at the intersections analyzed within the study area.

Existing Traffic Volumes
This section presents the existing daily and peak hour traffic volume information. Traffic counts were conducted at the study roadway segments and intersections on June 12, 2024, by Counts Unlimited, Inc. Traffic counts were conducted during AM peak period (7am–9am) and PM peak period (4pm- 6pm), when schools were not in session. Therefore, an adjustment was necessary. After consulting with City staff and comparing these counts to a previous count in the same area from 2022 (when schools were in session), an adjustment factor of 35% was applied to the AM peak period and no adjustment factor was applied to the PM peak period. Existing traffic counts as well as the utilized historical count are provided in Appendix B.

Figure 4.1 displays the study area intersection geometrics under Existing conditions. Daily traffic and AM/PM peak hour turning movement volumes for the study intersections are displayed in Figure 4.2.

Existing Traffic Conditions
Table 4.1 displays intersection LOS and average vehicle delay results for the study intersections under Existing conditions. LOS calculation worksheets are provided in Appendix F.

Table 4.1 – Peak Hour Intersection LOS Results – Existing Conditions Intersection Peak Hour Traffic Control Delay
(sec/veh) LOS

1. Hedrick Avenue & Hole Ave
AM
SSSC

12.9 B
PM 14.2 B

2. Jones Avenue & Hole Avenue
AM
Signal

12.4 B
PM 11.9 B

3. Jones Avenue & Project Driveway #1/Cook
Avenue
AM
AWSC

8.0 A
PM 7.6 A

4. Hedrick Avenue & Project Driveway #2
AM Intersection
Does Not Exist
- -
PM - -
Source: CR Associates (2024)
Note:

SSSC = Side-street stop-controlled intersection and the delay shown is the worst delay experience by any of the approaches

As shown in the table, all of the study intersections currently operate at acceptable LOS B or better during both the AM and PM peak hours under existing conditions. Table 4.2 displays LOS results for roadway segments under Existing conditions.

! ! ! !
³ê #$
Legend
Jones Ave & Hole AveHedrick Ave & Hole Ave Hedrick Ave & Project Driveway #2Jones Ave & Project Driveway #1 / Cook Ave



 
 
  
 
 
  
    
4321
Stop Sign
*Names of North-South
cross-streets always
listed first
N

NOT TO SCALE
#$
Study Intersection
Signalized Intersection
Lane Geometry
!X

³ê
Mikasa Residential
Traffic Impact Analysis
Figure 4.1
Intersection Geometrics

! ! ! !
   
    
   

 

Legend
Jones Ave & Hole AveHedrick Ave & Hole Ave Hedrick Ave & Project Driveway #2Jones Ave & Project Driveway #1 / Cook Ave
0 / 6
0 / 8
5 / 5
5 / 4
8 / 4 3 / 8
1 / 0
4 / 14
11 / 7
1 / 10
15 / 34
20 / 17
47 / 59
39 / 44
24 / 26
22 / 36
31 / 17
27 / 42
46 / 35 28 / 20
51 / 34
54 / 45
58 / 30 402 / 571
382 / 500
390 / 599
393 / 515
20 / 17
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Figure 4.2
Peak Hour Intersection Volumes - Existing Conditions
Study Intersection
Peak Hour Volumes
Turn Movements
*Names of North-South
cross-streets always
listed first
!

AM / PM
  
N

NOT TO SCALE
X
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Table 4.2 – Roadway Segment LOS Results – Existing Conditions Roadway

Segment ADT LOS E
Capacity V / C LOS
Jones Avenue Hole Avenue to Mobley Avenue 1,824 12,500 0.146 C or better Hedrick Avenue Hole Avenue to Wells Avenue 1,132 3,100 0.365 C or better Source: CR Associates (2024)
As shown in the table, all of the study roadway segments operate at acceptable LOS C or better under Existing conditions.

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5.0 2027 Background Conditions
This chapter provides an analysis of 2027 Background traffic conditions, the Project’s opening year, both with and without the Project. The scenarios analyzed in this section include:
 2027 Background Conditions
 2027 Background Conditions with Project
2027 Background Traffic Volumes
Functional roadway classifications and intersection geometrics under 2027 Background Conditions were assumed to be identical to Existing conditions.

2045 Cumulative Projects
To determine 2027 Background conditions traffic volumes, traffic from cumulative projects in the project vicinity were added to Existing counts. A list of projects in the project vicinity was provided by City staff.

A summary of 2045 Cumulative Projects, including the associated trip generation is provided in Table 5.1. The locations of the 2045 Cumulative Projects are shown in Figure 5.1 while the 2045 Cumulative Project’s trip assignment is displayed in Figure 5.2. Appendix G displays the additional cumulative project information.

AM/PM peak hour turning movement volumes for the study intersections under 2027 Background conditions are displayed in Figure 5.3.

Mikasa Residential
Traffic Impact Analysis
Figure 5.1
Cumulative Projects Location
Project
SiteHole Ave
HedrickAve
JonesAve
CookAve
WellsAve
MagnoliaAve
LaSierraAve
TylerSt!1
!4
!3
!2
N
0 0.50.25 Miles
!(
!(
!(
!(
!(
!(
PolkSt
Study Intersection!#
Study Roadway
!( Cumulative Project Location ·|}þ91
CollettAve
!(
!(
!(!(
!(
!(
!(
!( !(
!(!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!( !(
!(
!(
!(
!(
! ! ! !
  
  
 
 

Legend
Jones Ave & Hole AveHedrick Ave & Hole Ave Hedrick Ave & Project Driveway #2Jones Ave & Project Driveway #1 / Cook Ave
3 / 9
3 / 8
9 / 5
4 / 9
6 / 17
7 / 20
12 / 7
10 / 6
11 / 8
23 / 14
19 / 11
157 / 149
120 / 178130 / 165
149 / 153
3 / 8
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Figure 5.2
Cumulative Projects Trip Assignment
Study Intersection
Peak Hour Volumes
Turn Movements
*Names of North-South
cross-streets always
listed first
!

AM / PM
  
N

NOT TO SCALE
X
! ! ! !
   
    
   

 

Legend
Jones Ave & Hole AveHedrick Ave & Hole Ave Hedrick Ave & Project Driveway #2Jones Ave & Project Driveway #1 / Cook Ave
0 / 6
0 / 8
5 / 5
5 / 4
8 / 4 3 / 8
1 / 0
4 / 14
11 / 7
1 / 10
42 / 53
24 / 26
54 / 79
18 / 42
28 / 53
23 / 25
28 / 20
31 / 25
43 / 24
31 / 51
55 / 40
68 / 36
73 / 56
74 / 48
539 / 649
510 / 777
532 / 736
542 / 668
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Figure 5.3
Peak Hour Intersection Volumes - Background Conditions
Study Intersection
Peak Hour Volumes
Turn Movements
*Names of North-South
cross-streets always
listed first
!

AM / PM
  
N

NOT TO SCALE
X
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Table 5.1 2045 Cumulative Project Trip Generation
2045
Cumulative
Project
Address
Land Use Quantity Daily Trips AM Peak Hour
(In / Out)
PM Peak Hour
(In / Out)
4663 Hedrick
Avenue
Single-Family
Detached Housing
7 Dwelling
Units 66 5
(1-in / 4-out)
7 (4-in/3-out)
3907 Polk
Street
Multi-Family
Housing
92 Dwelling
Units 418 34
(8-in / 26-out)
36 (22-in / 14-out)
4046 Tyler
Street
Assisted Living
Facility 36 Beds 94 6
(4-in / 2-out)
9 (3-in / 6-out)
11124 Pierce
Street
Senior Apartments
/ Commercial
Space
60 Dwelling
Units / 5.75
KSF
560 29
{14-in / 15-out)
54 (28-in / 26-out)
10660
Magnolia
Avenue
Fast Food
Restaurant 4.473 KSF 2,090 199
(102-in / 97-out)
148
(77-in / 71-out)
Wells Avenue /
Hedrick
Avenue
Multi-Family
Housing
22 Dwelling
Units 161 13
(3-in / 10-out)
15 (10-in / 5-out)
4824 Jones
Avenue Assembly Area 23.12 KSF 666 44
(29-in / 15-out)
58 (27-in / 31-out)
4920-4980 La
Sierra Avenue
Drive-thru fast food
restaurant,
Pharmacy Drive-
thru, Commercial

2.4 KSF

17.3 KSF

15.9 KSF
3862 191
(102-in / 89-out)
335
(169-in / 166-out)
11253 Pierce
Street Affordable Housing 79 Dwelling
Units 380 40
(11-in / 29-out)
36 (21-in / 15-out)
4631 Tyler
Street
Multi-Family
Housing
4 Dwelling
Units 29 2
(0-in / 2-out)
2 (1-in / 1-out)
10750
Cochran
Avenue
Assembly Area 0.6 KSF 5 0 0
3907 Polk
Street
Multi-Family
Housing,
Commercial
57 DU

0.8 KSF 396 24
(6-in / 18-out)
31 (19-in / 12-out)
4790 La Sierra
Avenue Indoor Playground 18 KSF 64 34
(23-in / 11-out)
78 (37-in / 41-out)
4663 Hedrick
Avenue
Multi-Family
Housing
90 Dwelling
Units 409 33
(8-in / 25-out)
35 (21-in / 14-out)
4698 Jones
Avenue
Multi-Family
Housing
82 Dwelling
Units 372 30
(7-in / 23-out)
32 (20-in / 12-out)
11159
Doverwood
Drive
Square foot
expansion to
existing residence

0.6 KSF 3 0 0
Mikasa Multi-Family
Traffic Impact Analysis

Page 28 ends

Table 5.1 2045 Cumulative Project Trip Generation (cont.) 2045
Cumulative
Project
Address
Land Use Quantity Daily Trips AM Peak Hour
(In / Out)
PM Peak Hour
(In / Out)
11099 Hole
Avenue
Multi-Family
Housing
24 Dwelling
Units 109 9
(2-in / 7-out)
9 (6-in / 3-out)
5033 La
S
ierra
Avenue
Multi-Family
Housing
281
Dwelling
Units
1,276 104
(24-in / 80-out)
110
(67-in / 43-out)
4745 Hiers
Avenue
Vehicle
Repair
Facility
4 KSF 66 8
(6-in / 2-out)
8 (3-in / 5-out)
10525 Hole
A
venue
Drive-thru,
Automated
Car Wash

5.4 KSF
1 Tunnel 3,568 318
(161-in / 157-out)
256
(131-in / 125-out)
5189 La
Sierra
Avenue
Multi-Family
Housing
52 Dwelling
Units 235 19
(4-in / 15-out)
20 (12-in / 8-out)
10762
W
ells
Avenue
Multi-Family
Housing
78 Dwelling
Units 354 29
(7-in / 22-out)
30 (19-in / 11-out)
4824 Jones
Avenue
Cargo
Containers
3 Containers 2 0 0
10769 Hole
A
venue
Multi-Family
Housing
22 Dwelling
Units 207 9
(2-in – 7-out)
11 (7-in / 4-out)
4601 La
Sierra
Avenue
Classrooms 20
Students 37 0 1
(1-in / 0-out)
10450 Mull
A
venue
Single-Family
Detached
Housing
20 Dwelling
Units 189 14
(4-in / 10-out)
19 (12-in / 7-out)
4350 La
Sierra
Avenue
Multi-Family
Housing
34 Dwelling
Units 249 19
(4-in / 15-out)
23 (15-in / 8-out)
4682
M
itchell
Avenue
Multi-Family
Housing
56 Dwelling
Units 409 32
(7-in / 25-out)
39 (25-in / 14-out)
5301 La
Sierra
Avenue
Restaurant,
Retail

3.1 KSF
2 KSF 459 36
(19-in / 17-out)
41 (24-in / 17-out)
4820 La
S
ierra
Avenue
Martial Arts
Studio 6.4 KSF 60 20
(12-in / 8-out)
40 (25-in / 15-out)
3856 La
Sierra
Avenue
Drive-thru
Coffee Shop 2.3 KSF 846 181
(91-in / 90-out)
44 (22-in / 22-out)
Mikasa Multi-Family
Traffic Impact Analysis

Page 29 ends

Table 5.1 2045 Cumulative Project Trip Generation (cont.) 2045
Cumulative
Project
Address
Land Use Quantity Daily Trips AM Peak Hour
(In / Out)
PM Peak Hour
(In / Out)
4103 Tyler
Street
Childcare
Facility 10.2 KSF 485 112
(59-in / 53-out)
113
(53-in / 60-out)
10000
County
Farm Road
Juvenile
Detention 15 KSF 62 10
(7-in / 3-out)
7 (1-in / 6-out)
Total 19,022 1,651
(754-in / 897-out)
1,732
(928-in / 804-out)
Source: City of Riverside, CR Associates (2024)

As shown, the cumulative projects are anticipated to generate 19,022 daily trips, including 1,651 trips (754-in / 897-out) during the AM peak hour and 1,732 trips (928-in / 804-out) during the PM peak hour.

2027 Background Traffic Conditions
Table 5.2 displays intersection LOS and average vehicle delay results for the study intersections under 2027 Background conditions. LOS calculation worksheets are provided in Appendix H.

Table 5.2 – Peak Hour Intersection LOS Results – 2027 Background Conditions Intersection Peak
Hour Traffic Control Delay
(sec/veh) LOS

1. Hedrick Avenue & Hole Ave
AM
SSSC

15.5 C
PM 17.7 C

2. Jones Avenue & Hole Avenue
AM
Signal

13.1 B
PM 12.5 B

3. Jones Avenue & Project Driveway #1/Cook
Avenue
AM
AWSC

8.1 A
PM 7.8 A

4. Hedrick Avenue & Project Driveway #2
AM Intersection
Does Not Exist
- -
PM - -
Source: CR Associates (2024)
Note:

SSSC = Side-street stop-controlled intersection and the delay shown is the worst delay experience by any of the approaches AWSC – All-way Stop-Controlled and the delay shown is the worst delay experience by any of the approaches

As shown, all of the study intersections currently operate at acceptable LOS B or better during both the AM and PM peak hours under this scenario. Table 5.3 displays LOS results for roadway segments under 2027 Background conditions.

Mikasa Multi-Family
Traffic Impact Analysis

Page 30 ends

Table 5.3 – Roadway Segment LOS Results – 2027 Background Conditions Roadway

Segment ADT LOS E
Capacity V / C LOS
Jones Avenue Hole Avenue to Mobley Avenue 2,144 12,500 0.172 C or better
Hedrick Avenue Hole Avenue to Wells Avenue 1,512 3,100 0.488 C or better
Source: CR Associates (2024)
As shown in the table, all of the study roadway segments operate at acceptable LOS C or better under 2027 Background conditions.

2027 Background with Project Traffic Volumes
Functional classifications and intersection geometrics under 2027 Background with Project Conditions were assumed to be identical to 2027 Background conditions, with the exception of the new proposed project driveways:
 Project Driveway #1 – Located approximately 800 feet north of Hole Avenue along Jones Avenue and will function as the fourth leg of the existing Jones Avenue / Cook Avenue intersection. This all-access driveway will provide both ingress and egress.  Project Driveway #2 – Located approximately 760 feet north of Hole Avenue along Hedrick Avenue this all-access driveway will provide both ingress and egress.

Traffic volumes for 2027 Background with Project Conditions were derived by adding the project trips to the 2027 Background traffic volumes. Peak hour intersection volumes for this scenario are displayed in Figure 5.4.

2027 Background with Project Traffic Conditions
Table 5.4 displays intersection LOS and average vehicle delay results for the study intersections under 2027 Background with Project conditions. LOS calculation worksheets are provided in Appendix I.

Mikasa Multi-Family
Traffic Impact Analysis

Page 31 ends

Table 5.4 – Peak Hour Intersection LOS Results – 2027 Background with Project Conditions Intersection Peak
Hour
Traffic
Control
2027
Background
with Project
2027 Background
without Project
Δ Delay GPI?1
Delay
(sec/veh) LOS
Delay
(sec/
veh)
LOS

1. Hedrick Avenue
& Hole Ave
AM
SSSC

15.6 C 15.5 C 0.1 No
PM 17.7 C 17.7 C 0.0 No

2. Jones Avenue
& Hole Avenue
AM
Signal

13.5 B 13.1 B 0.4 No
PM 12.9 B 12.5 B 0.3 No

3. Jones Avenue
& Project
Driveway
#1/Cook Avenue
AM
AWSC

8.3 A 8.1 A 0.1 No
PM 8.0 A 7.8 A 0.2 No

4. Hedrick
Avenue & Project
Driveway #2
AM
SSSC

9.3 A - - 9.2 No
PM 9.3 A - - 9.1 No
Source: CR Associates (2024)
Note:
1 Column indicates whether or not the addition of project traffic constitutes a General Plan Inconsistency SSSC = Side-street stop-controlled intersection and the delay shown is the worst delay experience by any of the approaches

As shown in the table, all of the study intersections are projected to continue operating at acceptable LOS B or better during both the AM and PM peak hours under this scenario. Table 5.5 displays roadway segment LOS results for study segments under 2027 Background with Project conditions.

Table 5.5 – Roadway Segment LOS Results – 2027 Background with Project Conditions Roadway

Segment
2027 Background with
Project
2027 Background
without Project Δ GPI?1

ADT V / C LOS ADT V / C LOS
Jones
Avenue
Hole Avenue to
Mobley Avenue 2,539 0.203 C or
better 2,144 0.172 C or
better 0.031 No
Hedrick
Avenue
Hole Avenue to
Wells Avenue 1,749 0.564 C or
better 1,512 0.488 C or
better 0.076 No
Source: CR Associates (2024)
Note
1 Column indicates whether or not the addition of project traffic constitutes a General Plan Inconsistency As shown in the table, all of the study roadway segments operate at acceptable LOS C or better under 2027 Background with Project conditions.
! ! ! !
   
    
   

     
Legend
Jones Ave & Hole AveHedrick Ave & Hole Ave Hedrick Ave & Project Driveway #2Jones Ave & Project Driveway #1 / Cook Ave
0 / 6
0 / 8
4 / 3
5 / 5
5 / 4
3 / 8
2 / 4 1 / 4
8 / 4
4 / 13
13 / 7
11 / 7
1 / 10
28 / 53
42 / 53
54 / 79
25 / 63
24 / 26
23 / 25
21 / 12
11 / 35
28 / 20
43 / 24
44 / 32
35 / 64
68 / 36
73 / 56
74 / 48
76 / 52
539 / 649
510 / 777
532 / 736
542 / 668 4 / 3
4321
Mikasa Residential
Traffic Impact Analysis
Figure 5.4
Peak Hour Intersection Volumes - Background + Project Conditions Study Intersection
Peak Hour Volumes
Turn Movements
*Names of North-South
cross-streets always
listed first
!

AM / PM
  
N

NOT TO SCALE
X
Mikasa Multi-Family
Traffic Impact Analysis

Page 33 ends

6.0 2045 Cumulative Conditions
This chapter provides an analysis of 2045 Cumulative (2045) traffic conditions, the Project’s horizon year, both with and without the Project. The scenarios analyzed in this section include:
 2045 Cumulative Conditions
 2045 Cumulative Conditions with Project
2045 Cumulative Traffic Volumes
Functional roadway classifications and intersection geometrics under 2045 Cumulative Conditions were assumed to be identical to 2027 Background conditions.

RIVCOM Model Growth
To determine 2045 Cumulative conditions traffic volumes per City guidelines, the Riverside County Transportation Model (RIVCOM) was utilized. The baseline 2018 model was compared to the 2045 horizon model to determine a growth percentage at each leg of all study intersections. This growth percentage was then applied to the calculated Background traffic counts to determine baseline 2045 Cumulative conditions traffic volumes. Appendix J displays relevant RIVCOM excerpts.

AM/PM peak hour turning movement volumes for the study intersections under Cumulative conditions are displayed in Figure 6.1.

! ! ! !
   
    
   

 

Legend
Jones Ave & Hole AveHedrick Ave & Hole Ave Hedrick Ave & Project Driveway #2Jones Ave & Project Driveway #1 / Cook Ave
0 / 60
0 / 10
10 / 060 / 9010 / 10
20 / 10
30 / 30
30 / 60
20 / 20
90 / 70
70 / 40
10 / 20 40 / 30
60 / 50
60 / 40
50 / 40
70 / 120
70 / 100
80 / 100
80 / 120
100 / 60
590 / 710
570 / 870
580 / 800
590 / 730
10 / 2010 / 20
80 / 100
4321
Mikasa Residential
Traffic Impact Analysis
Figure 6.1
Peak Hour Intersection Volumes - Cumulative Conditions
Study Intersection
Peak Hour Volumes
Turn Movements
*Names of North-South
cross-streets always
listed first
!

AM / PM
  
N

NOT TO SCALE
X
Mikasa Multi-Family
Traffic Impact Analysis

Page 35 ends

2045 Cumulative Traffic Conditions
Table 6.1 displays intersection LOS and average vehicle delay results for the study intersections under 2045 Cumulative conditions. LOS calculation worksheets are provided in Appendix K.

Table 6.1 – Peak Hour Intersection LOS Results – 2045 Cumulative Conditions Intersection Peak Hour Traffic Control Delay
(sec/veh) LOS

1. Hedrick Avenue & Hole Ave
AM
SSSC

17.6 C
PM 22.0 C

2. Jones Avenue & Hole Avenue
AM
Signal

15.3 B
PM 16.5 B

3. Jones Avenue & Project Driveway #1/Cook
Avenue
AM
AWSC

7.8 A
PM 7.8 A

4. Hedrick Avenue & Project Driveway #2
AM Intersection
Does Not Exist
- -
PM - -
Source: CR Associates (2024)
Note:

SSSC = Side-street stop-controlled intersection and the delay shown is the worst delay experience by any of the approaches

As shown, all of the study intersections currently operate at acceptable LOS C or better during both the AM and PM peak hours under this scenario. Table 6.2 displays LOS results for roadway segments under 2045 Cumulative conditions.

Table 6.2 – Roadway Segment LOS Results – 2045 Cumulative Conditions Roadway

Segment ADT1 LOS E
Capacity V / C LOS
Jones Avenue Hole Avenue to Mobley Avenue 2,191 12,500 0.175 C or better
Hedrick Avenue Hole Avenue to Wells Avenue 1,790 3,100 0.577 C or better
Source: CR Associates (2024)
Note:
1 ADT for 2045 Cumulative Conditions taken from RIVCOM 2045 Horizon Model

As shown in the table, all of the study roadway segments operate at acceptable LOS C or better under 2045 Cumulative conditions.

2045 Cumulative with Project Traffic Volumes
Functional classifications and intersection geometrics under 2045 Cumulative with Project Conditions were assumed to be identical to 2045 Cumulative conditions, with the exception of the new proposed project driveways:

Mikasa Multi-Family
Traffic Impact Analysis

Page 36 ends

 Project Driveway #1 – Located approximately 800 feet north of Hole Avenue along Jones Avenue and will function as the fourth leg of the existing Jones Avenue / Cook Avenue intersection. This all-access driveway will provide both ingress and egress.  Project Driveway #2 – Located approximately 760 feet north of Hole Avenue along Hedrick Avenue this all-access driveway will provide both ingress and egress.

Traffic volumes for 2045 Cumulative with Project Conditions were derived by adding the project trips to the 2045 Cumulative traffic volumes. Peak hour intersection volumes for this scenario are displayed in Figure 6.2.

2045 Cumulative with Project Traffic Conditions
Table 6.3 displays intersection LOS and average vehicle delay results for the study intersections under 2045 Cumulative with Project conditions. LOS calculation worksheets are provided in Appendix L.

Table 6.3 – Peak Hour Intersection LOS Results – 2045 Cumulative with Project Conditions Intersection Peak
Hour
Traffic
Control
2045
Cumulative with
Project
2045
Cumulative
without Project Δ Delay GPI?1
Delay
(sec/veh) LOS Delay
(sec/veh) LOS

1. Hedrick Avenue &
Hole Ave
AM
SSSC

18.4 C 17.6 C 0.8 No
PM 22.3 C 22.0 C 0.3 No

2. Jones Avenue & Hole
Avenue
AM
Signal

15.7 B 15.3 B 0.4 No
PM 16.9 B 16.5 B 0.4 No

3. Jones Avenue &
Project Driveway
#1/Cook Avenue
AM
AWSC

7.8 A 7.8 A 0.0 No
PM 7.9 A 7.8 A 0.1 No

4. Hedrick Avenue &
Project Driveway #2
AM
SSSC

9.5 A - - 9.5 No
PM 9.5 A - - 9.5 No
Source: CR Associates (2024)
Note:
1 Column indicates whether or not the addition of project traffic constitutes a General Plan Inconsistency SSSC = Side-street stop-controlled intersection and the delay shown is the worst delay experience by any of the approaches

As shown in the table, all of the study intersections are projected to continue operating at acceptable LOS C or better during both the AM and PM peak hours under this scenario. Table 6.4 displays roadway segment LOS results for study segments under 2045 Cumulative with Project conditions.

! ! ! !
   
    
   

     
Legend
Jones Ave & Hole AveHedrick Ave & Hole Ave Hedrick Ave & Project Driveway #2Jones Ave & Project Driveway #1 / Cook Ave
4 / 3
1 / 4
0 / 100 / 60
4 / 13
13 / 7
11 / 4
10 / 10
17 / 41
20 / 10 21 / 12
30 / 30
30 / 60
60 / 90
60 / 40 40 / 30
63 / 47
70 / 40
81 / 62
20 / 20
90 / 70
10 / 20
77 / 141
80 / 100
70 / 100
100 / 60
84 / 133
590 / 710
570 / 870
580 / 800
590 / 730
10 / 20
4 / 3
80 / 100
4321
Mikasa Residential
Traffic Impact Analysis
Figure 6.2
Peak Hour Intersection Volumes - Cumulative + Project Conditions Study Intersection
Peak Hour Volumes
Turn Movements
*Names of North-South
cross-streets always
listed first
!

AM / PM
  
N

NOT TO SCALE
X
Mikasa Multi-Family
Traffic Impact Analysis

Page 38 ends

Table 6.4 – Roadway Segment LOS Results – 2045 Cumulative with Project Conditions Roadway

Segment
2045 Cumulative with
Project
2045 Cumulative without
Project Δ GPI?1

ADT V / C LOS ADT V / C LOS
Jones Avenue
Hole Avenue
to Mobley
Avenue
2,586 0.207 C or
better 2,191 0.175 C or
better 0.032 No
Hedrick Avenue
Hole Avenue
to Wells
Avenue
2,027 0.654 C or
better 1,790 0.577 C or
better 0.077 No
Source: CR Associates (2024)
Note
1 Column indicates whether or not the addition of project traffic constitutes a General Plan Inconsistency

As shown in the table, all of the study roadway segments operate at acceptable LOS C or better under 2045 Cumulative with Project conditions.

Mikasa Multi-Family
Traffic Impact Analysis

Page 39 ends

7.0 Improvements & Recommendations
This chapter identifies any substandard facilities and provides improvement requirements to improve substandard facilities to acceptable LOS or pre-project conditions.

Determination of the Need for Off -Site Improvements to Accommodate Project Traffic – 2027 Background with
Project and 2045 Cumulative with Project Conditions
This section identifies recommended off-site improvements under 2027 Background with Project and 2045 Cumulative with Project conditions, consistent with City Guidelines.

Based upon the LOS analysis results presented in sections 5 and 6, and the significance criteria presented in the City Guidelines, the addition of Project traffic would not have an adverse effect on traffic operations at any of the study intersections or roadway segments under 2027 Background with Project or 2045 Cumulative with Project conditions. Therefore, no off-site improvements are recommended with the exception of the installation of flashing LED-lit stop sings at all approaches at the intersection of Cook Avenue and Jones Avenue.

Mikasa Multi-Family
Traffic Impact Analysis

Page 40 ends

8.0 Site Access and Signal Warrants
This chapter discusses site access and the traffic signal warrants run for all studied unsignalized intersections.

Site Access
Project site access will be provided via two new project driveways, along Jones Avenue and Hedrick Avenue. A brief description of each of the two driveways is provided below:
 Project Driveway #1 – Located approximately 800 feet north of Hole Avenue along Jones Avenue and will function as the fourth leg of the existing Jones Avenue / Cook Avenue intersection. This all-access driveway will provide both ingress and egress. This driveway is projected to operate at LOS A under all with project scenarios.  Project Driveway #2 – Located approximately 760 feet north of Hole Avenue along Hedrick Avenue this all-access driveway will provide both ingress and egress. This driveway is projected to operate at LOS A under all with project scenarios.

Internal Circulation
As shown in Figure 1.2, the site plan displays internal pathways on the project site that allow for two- way flow of vehicle traffic and connects the project driveways to different residential buildings and parking areas throughout the site perimeter.

A total of 175 parking garage spaces and 38 surface parking spaces for a total of 213 on-site parking spaces, with parking lots adjacent to residential buildings. The driving aisle widths within the project site range between 20-feet and 24-feet.

Per the site plan, sidewalks are present throughout the project site. The following recommendations are provided:
 Appropriate signage to warn drivers of pedestrian foot traffic

Traffic Signal Warrants
All traffic signal warrants conducted were done in accordance with Chapter 4 of the California Manual on Uniform Traffic Control Devices (CA MUTCD). Both eight-hour and four-hour traffic signal warrants for the following intersections are included in Appendix M:
 Hedrick Avenue & Hole Avenue
 Jones Avenue & Project Driveway #1/Cook Avenue
 Hedrick Avenue & Project Driveway #2
The intersections of Jones Avenue & Project Driveway #1/Cook Avenue and Hedrick Avenue & Project Driveway #2 do not meet any MUTCD signal warrants. The intersection of Hedrick Avenue & Hole Avenue does meet the MUTCD four-hour signal warrant. However, per Section 4C of the MUTCD, “The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.” While this intersection does meet the warrant a traffic signal is not assumed to be necessary as the intersection functions at an acceptable level of service with the current configuration and the project does not trigger any improvements.

Mikasa Multi-Family
Traffic Impact Analysis

Appendix A - City of Riverside Housing Element
Excerpt
Nebra
ska Ave
Jones Av
e
M
inn
ie
rAve
Cook Ave
Broderic
k Dr
Whit ford A ve
Mitchell Ave
Doan
e
Ave
Hiers A
ve
Hed
rick A
ve
Hole Ave
Wells Av
e
La S
ierr
a
Ave

RIVERSIDE CITY
FS # 8
Palm
ento
Dr
Tom
lin
so
n
Ave
Me
re
di
th S
t
Mobl
ey A ve
Cook
Ave
Wa gner Way
Bagge
tt
Dr
Ad
riana Ave
Bingham
Av
e
Polk
St
Wolf
e Ave
California Ave
Tyle
rSt
Hole Ave

MYRA LINN
PARK

MYRA LINN

ELEMENTARY
SCHOOL
575
´City Boundary Site in Focus Opportunity Parcel
Riverside RHNA Housing Element Update: Ward 6 - Site 54OPPORTUNITY SITES 575 143040012 4618 Jones Ave Ward 6 1.84 1955 Non-Vacant SFRD HDR R-3-1500 No Zone Change
R-3-1500 25 46 Moderate
Income
No Yes
Parcel
ID
APN Site Address Ward Lot
Acreage
Year
Built
Vacant Lot
Type
Existing
Land Use
General Plan
Land Use
Current
Zoning
Zoning Change
Category
Proposed
Zoning
Proposed Density
(DU/Acre)
Potential
Units
Income Level RHNA 4th
Cycle
RHNA 5th
Cycle
0 400 800200
F
eet
Mikasa Multi-Family
Traffic Impact Analysis

Appendix B - Scoping Agreement
Public Works Department
Ci1) ,,f :Im &_ lnno,·1.11 ,on
Traffic Analysis Scoping Form
This scoping form shall be submitted to the City of Riverside Traffic Engineering Division Project Identification:

Case Number:

Related Cases:

SP No.

EIR No.

GPA No.

CZ No.

Project Name:

Project Address:

Project Opening
Year:

Project
Description:

Consultant:

Name:

Address:

Telephone:

Fax/Email:

Scoping & Study Fees:

Developer:

Fees to be made payable to "City of Riverside" and delivered to Land Development.

City Hall 3rd Floor, 3900 Main Street, Riverside, CA 92522 l) Scoping Agreement Fee (For all projects not screened from analysis): $271.00 2) TIA Review (For projects with both LOS & VMT analysis of any scale, or standalone LOS analyses with over l 00 vehicle trips per hour): $2671.02 3) TIA Review (For standalone VMT analysis, or standalone LOS analyses with under 100 vehicle trips per hour): S 1288.20
36 3900 Main Street, Riverside, CA 92522 I Phone: (951) 826-53661 RiversideCA.gov Mikasa Multi Family
4618 Jones Avenue, 4663 Hedrick Avenue, and 4705 Hedrick Avenue 2025
117 multi-family units spread across the 3 parcels comprising approximately 4 acres.

Jonathan Sanchez, Chen Ryan Asso. Hugo Lepe, Century Heritage Builders, Inc 3900 Fifth Avenue, Suite 310, San
Diego, CA 92103
(619) 468-2739
[email protected]
1240 N Van Buren Street Suite
209, Anaheim, CA 92807
(714) 844-2494
[email protected]
PR-2021-001114
Public Work s Department
Cit) o/. lrts &_ /111101•m io11
Trip Generat ion Informati on:

Trip Generation Data Source: ____ _
Current General Plan Land Use: Proposed General Plan Land Use:

Current Zoning:

Existing Trip Generati on
In
AM Trips
PM Trips
Trip Internalization:

Pass-By Allowance:

Out
D Yes
D Yes
Prop osed Zoning:

Total
D No
D No
Proposed Trip Generation
In Out
( __ %Trip Discount)
__ %Trip Discount)
Potential Screening Ch ecks
Total
Is your project screened from specif ic analyses in accordance with City Guideli nes? Is the project screened from LOS assessment? D Yes
37 3900 Main Street, Riverside, CA 92522 I Phone: (951) 826-53661 RiversideCA.gov ITE Trip Generation 11th Edition
MDR- Medium Density Residential
HDR- High Density Residential
R-1-7000, R-3-1500
0 0 0
0 0 0
11 36 47
40 23 63
X
X
0 0
X
HDR- High Density Residential
R-3-1500

Public Works Deportment
City vJ. lrts &... lnnol'Ut ion
LOS screening justification (see Page 6 of the guide lines): --- ------ Is the project screened from VMT assessment? 0 Yes
VMT screen ing justificat ion (see Pages 23-25 of the guidelines): _____ _ _ Leve l of Service Scoping
• Proposed Trip Distribution (Attac h Graphic for Detai led Distribution):

North South East West
3 3 3 3
• Attach list of Approved and Pending Projects that need to be conside red (provided by the lead agency and adjace nt agencies)
• Attach list of study intersections/roadway segmen ts
• Attach legible site plan
• Note othe r specific items to be addressed:
o Site access
o On-site circulation
o Parking
o Consistency with Plans support ing Bikes/Peds/Transit o Other ____ _ _ __ ~
• Date of Traffic Coun ts _ _ _ ____ _
• Attach proposed analysis scenarios (years plus proposed forecas ting approa c h) • Attach proposed phasing approa ch (if the project is phas ed) 3900 Main Street, Riverside, CA 92522 I Phone: (951) 826-53661 RiversideCA.gov Proposed Project is not
screened from performing LOS analysis. Please see Attachment A for details.

X
See attachment A
Image from WRCOG tool included as Attachment B.

See attachment A See attachment A See attachment A
6/12/2024
Public Works Department
City vftlr11 &. lnmwal ion
VMT Scop ing
For projects that are not screened , identify the following:
• Travel Demand Forecasting Model ________ _
• Attach WRCOG Screening VMT Assessment outpu t or describe why it is not appropriate for use
• Attach proposed Model Land Use Inputs and Assumed Conversion Factors (attach)
Specific Issues to be addressed in the Study (in addition to the standar d analysis described in the Guideline s) (To be filled out by the Public Works Traffic Engineering Division) 39 3900 Main Street , Riverside, CA 92522 I Phon e: (951) 826-5366 1 RiversideCA.gov

1. As conveyed during the DRC Meeting on 06/01/2022, due to recent complaints of vehicles not coming to a complete STOP, project will be conditioned to install LED STOP signs at all approaches at the intersection of Cook Avenue and Jones Avenue.

2. If project is proposing gates, sufficient stacking space and turn around space should be provided for each driveway entrance.

3. Traffic Division will be assessing a 5-year collision history to determine necessary safety improvements project will be conditio
ned to construct.

4. For project driveway on Jones Ave, the city is evaluating the dr iveway to have a
right-in / right-out only access based on existing intersection geometry at Jones & Cook.

5. Add stop signs / stop bars at project driveways.

6. Project shall provide bike racks to
be consistent with the Active Transportation
Plan Goal.
3900 5th Avenue, Suite 310  San Diego, CA 92103  619-795-6086 www.CRAmobility.com
Attachment A - Supplemental Information
Mikasa Residential Page 2
Traffic Analysis Scoping Form
Traffi c Impact Analysis
Since the Proposed Project is not screened out from level of service (LOS) assessment due to requiring a zone change this document will provide project specific details and a list of scenarios to be included in the Traffic Impact Analysis (TIA) document.

Table 1 displays the total project trip generation.

Table 1 – Project Trip Generation
Land Use Units Trip Rate ADT AM Peak Hour PM Peak Hour
Trips Split In Out Trips Split In Out
Multi-
Family
Residential
117
DU

6.74 /
DU 789 55 24:76 13 42 67 63:37 42 25
Project Total 789 55 - 13 42 67 - 42 25
Source; Institute of Transportation Engineers Trip Generation Manual 11th Edition; CR Associates (2024) As
shown, the Project would generate a total of 789 average daily trips, including 55 (13-in/42-out) AM peak hour trips and 67 (42-in/25-out) PM peak hour trips. These primary trips were utilized for the analysis of all study area intersections.

Project Trip Distribution and Assignment
The project trip distribution was developed in coordination with City of Riverside staff as well as based on the geographical location of the project, the characteristics of the proposed land use, nearest freeway facilities, and location of major shopping centers, schools, and other communities.

Additionally, a review of existing travel patterns was conducted for the project site’s tract via Replica big data1 hosting services. Per Replica’s big data hosting services, it was determined that the majority of trip from the project area would travel along Hole Avenue in both the east and west directions. Figure 1 displays the project trip distribution pattern for the Project. Based on the project trip generation and distribution, AM/PM peak hour project trips were assigned to the adjacent study intersections. Figure 2 displays the primary trip assignment. 1 Big Data – Describes the collection of complex and large data sets that is difficult to capture, process, store, search, and analyze using conventional data base systems.

Mikasa Residential
Traffic Analysis Scoping Form
Figure 1
Project Trip Distribution
Project
Site30%
70%
30%
30%
10%
10%
50%
50%
Trip DistributionXX%
Hole Ave
HedrickAve
JonesAve
CookAve
Wells Ave
Collett Ave
PolkSt
MobleyAve
N
0 0.250.125 Miles
! ! ! !


 

     
Legend
Jones Ave & Hole AveHedrick Ave & Hole Ave Hedrick Ave & Project Driveway #2Jones Ave & Project Driveway #1 / Cook Ave
4 / 3
1 / 47 / 21
4 / 13
13 / 7
21 / 12
4 / 13
1 / 4
4 / 3
7 / 21
13 / 7
21 / 12
4321
Mikasa Residential
Traffic Analysis Scoping Form
Figure 2
Project Trip Assignment
Study Intersection
Peak Hour Volumes
Turn Movements
*Names of North-South
cross-streets always
listed first
!

AM / PM
  
N

NOT TO SCALE
X

Mikasa Residential Page 5
Traffic Analysis Scoping Form

Project Study Area

The project study area was developed in coordination with the City of Riverside staff. The TIA includes the analysis of the following roadway segments and intersections:

Roadway Segments

1. Jones Avenue from Hole Avenue to Mobley Avenue

2. Hedrick Avenue from Hole Avenue to Wells Avenue

Intersections

1. Hedrick Avenue & Hole Avenue (side-street stop-controlled)

2. Jones Avenue & Hole Avenue (signalized)

3. Jones Avenue & Project Driveway #1/Cook Avenue (all-way stop-controlled)

4. Hedrick Avenue & Project Driveway #2 (side-street stop-controlled)1

1 Intersection provides project access and does not currently exist; therefore, it is only analyzed under the “with Project” scenarios.

Study Scenarios
The following scenarios will be the scenarios studied in the TIA.  Existing Conditions
 Background Conditions (Existing + Cumulative Projects)  Background Conditions Plus Project
 Cumulative No Project Conditions (Ambient Growth to the Cumulative Horizon)  Cumulative Plus Project Conditions

Attachment B - WRCOG Tool Image

Attachment C - Project Site Plan

Mikasa Multi-Family
Traffic Impact Analysis

Appendix C - Traffic Counts
File Name : 01_RIV_Jones_Cook AM
Site Code : 22924575
Start Date : 6/12/2024
Page No : 1
City of Riverside
N/S: Jones Avenue
E/W: Cook Avenue
Weather: Clear
Groups Printed- Total Volume
Jones Avenue
Southbound
Cook Avenue
Westbound
Jones Avenue
Northbound
Parkview Palms Apts
Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 3 0 3 7 0 0 7 0 0 2 2 0 0 0 0 12
07:15 AM 0 5 0 5 3 0 0 3 0 1 0 1 0 0 2 2 11
07:30 AM 1 10 0 11 6 0 1 7 0 3 2 5 0 0 1 1 24
07:45 AM 2 13 1 16 9 0 1 10 2 7 7 16 0 0 2 2 44
Total 3 31 1 35 25 0 2 27 2 11 11 24 0 0 5 5 91
08:00 AM 3 8 0 11 6 0 0 6 0 2 6 8 1 0 4 5 30
08:15 AM 0 10 0 10 1 0 0 1 0 3 2 5 0 0 2 2 18
08:30 AM 1 9 0 10 5 0 1 6 1 4 3 8 0 1 0 1 25
08:45 AM 1 11 1 13 2 0 0 2 0 6 0 6 0 0 1 1 22
Total 5 38 1 44 14 0 1 15 1 15 11 27 1 1 7 9 95
Grand Total 8 69 2 79 39 0 3 42 3 26 22 51 1 1 12 14 186 Apprch % 10.1 87.3 2.5 92.9 0 7.1 5.9 51 43.1 7.1 7.1 85.7 Total % 4.3 37.1 1.1 42.5 21 0 1.6 22.6 1.6 14 11.8 27.4 0.5 0.5 6.5 7.5 Jones Avenue
Southbound
Cook Avenue
Westbound
Jones Avenue
Northbound
Parkview Palms Apts
Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 2 13 1 16 9 0 1 10 2 7 7 16 0 0 2 2 44
08:00 AM 3 8 0 11 6 0 0 6 0 2 6 8 1 0 4 5 30
08:15 AM 0 10 0 10 1 0 0 1 0 3 2 5 0 0 2 2 18
08:30 AM 1 9 0 10 5 0 1 6 1 4 3 8 0 1 0 1 25
Total Volume 6 40 1 47 21 0 2 23 3 16 18 37 1 1 8 10 117 % App. Total 12.8 85.1 2.1 91.3 0 8.7 8.1 43.2 48.6 10 10 80 PHF .500 .769 .250 .734 .583 .000 .500 .575 .375 .571 .643 .578 .250 .250 .500 .500 .665 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RIV_Jones_Cook AM
Site Code : 22924575
Start Date : 6/12/2024
Page No : 2
City of Riverside
N/S: Jones Avenue
E/W: Cook Avenue
Weather: Clear
Jones Avenue
Parkview Palms Apts Driveway
Cook Avenue
Jones Avenue
Right
1 Thru
40 Left
6 InOut Total
19 47 66
Right
2 Thru
0 Left
21 OutTotal In
25 23 48
Left
3 Thru
16 Right
18 Out TotalIn
69 37 106
Left
1 Thru
1 Right
8 TotalOut In
4 10 14
Peak Hour Begins at 07:45 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:00 AM 07:45 AM 07:15 AM
+0 mins. 1 10 0 11 7 0 0 7 2 7 7 16 0 0 2 2
+15 mins. 2 13 1 16 3 0 0 3 0 2 6 8 0 0 1 1
+30 mins. 3 8 0 11 6 0 1 7 0 3 2 5 0 0 2 2
+45 mins. 0 10 0 10 9 0 1 10 1 4 3 8 1 0 4 5
Total Volume 6 41 1 48 25 0 2 27 3 16 18 37 1 0 9 10
% App. Total 12.5 85.4 2.1 92.6 0 7.4 8.1 43.2 48.6 10 0 90 PHF .500 .788 .250 .750 .694 .000 .500 .675 .375 .571 .643 .578 .250 .000 .563 .500 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RIV_Jones_Cook PM
Site Code : 22924575
Start Date : 6/12/2024
Page No : 1
City of Riverside
N/S: Jones Avenue
E/W: Cook Avenue
Weather: Clear
Groups Printed- Total Volume
Jones Avenue
Southbound
Cook Avenue
Westbound
Jones Avenue
Northbound
Parkview Palms Apts
Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 3 5 0 8 5 0 3 8 3 9 10 22 0 0 1 1 39
04:15 PM 1 16 0 17 8 0 1 9 1 7 6 14 0 1 1 2 42
04:30 PM 0 11 0 11 5 0 2 7 6 7 4 17 0 0 1 1 36
04:45 PM 0 13 0 13 2 0 2 4 4 13 6 23 0 0 3 3 43
Total 4 45 0 49 20 0 8 28 14 36 26 76 0 1 6 7 160
05:00 PM 1 11 0 12 6 1 1 8 2 5 7 14 0 1 0 1 35
05:15 PM 0 11 1 12 3 1 0 4 2 11 2 15 0 0 1 1 32
05:30 PM 0 10 0 10 3 0 0 3 3 15 3 21 0 0 3 3 37
05:45 PM 2 7 0 9 10 0 0 10 1 9 5 15 1 0 0 1 35
Total 3 39 1 43 22 2 1 25 8 40 17 65 1 1 4 6 139
Grand Total 7 84 1 92 42 2 9 53 22 76 43 141 1 2 10 13 299 Apprch % 7.6 91.3 1.1 79.2 3.8 17 15.6 53.9 30.5 7.7 15.4 76.9 Total % 2.3 28.1 0.3 30.8 14 0.7 3 17.7 7.4 25.4 14.4 47.2 0.3 0.7 3.3 4.3 Jones Avenue
Southbound
Cook Avenue
Westbound
Jones Avenue
Northbound
Parkview Palms Apts
Driveway
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 3 5 0 8 5 0 3 8 3 9 10 22 0 0 1 1 39
04:15 PM 1 16 0 17 8 0 1 9 1 7 6 14 0 1 1 2 42
04:30 PM 0 11 0 11 5 0 2 7 6 7 4 17 0 0 1 1 36
04:45 PM 0 13 0 13 2 0 2 4 4 13 6 23 0 0 3 3 43
Total Volume 4 45 0 49 20 0 8 28 14 36 26 76 0 1 6 7 160 % App. Total 8.2 91.8 0 71.4 0 28.6 18.4 47.4 34.2 0 14.3 85.7 PHF .333 .703 .000 .721 .625 .000 .667 .778 .583 .692 .650 .826 .000 .250 .500 .583 .930 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RIV_Jones_Cook PM
Site Code : 22924575
Start Date : 6/12/2024
Page No : 2
City of Riverside
N/S: Jones Avenue
E/W: Cook Avenue
Weather: Clear
Jones Avenue
Parkview Palms Apts Driveway
Cook Avenue
Jones Avenue
Right
0 Thru
45 Left
4 InOut Total
44 49 93
Right
8 Thru
0 Left
20 OutTotal In
31 28 59
Left
14 Thru
36 Right
26 Out TotalIn
71 76 147
Left
0 Thru
1 Right
6 TotalOut In
14 7 21
Peak Hour Begins at 04:00 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:00 PM 04:00 PM 04:45 PM
+0 mins. 1 16 0 17 5 0 3 8 3 9 10 22 0 0 3 3
+15 mins. 0 11 0 11 8 0 1 9 1 7 6 14 0 1 0 1
+30 mins. 0 13 0 13 5 0 2 7 6 7 4 17 0 0 1 1
+45 mins. 1 11 0 12 2 0 2 4 4 13 6 23 0 0 3 3
Total Volume 2 51 0 53 20 0 8 28 14 36 26 76 0 1 7 8
% App. Total 3.8 96.2 0 71.4 0 28.6 18.4 47.4 34.2 0 12.5 87.5 PHF .500 .797 .000 .779 .625 .000 .667 .778 .583 .692 .650 .826 .000 .250 .583 .667 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 6/12/2024
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Jones Avenue Cook Avenue Jones Avenue Parkview Palms Apts DW Pedestrians Pedestrians Pedestrians Pedestrians
1 1 0 0 2
0 0 2 0 2
0 0 0 0 0
1 3 1 0 5
0 0 1 0 1
0 0 1 0 1
0 0 0 0 0
0 0 3 0 3
2 4 8 0 14
North Leg East Leg South Leg West Leg
Jones Avenue Cook Avenue Jones Avenue Parkview Palms Apts DW Pedestrians Pedestrians Pedestrians Pedestrians
0 0 2 0 2
1 0 3 0 4
0 0 0 0 0
2 0 1 0 3
1 1 1 0 3
0 0 0 0 0
0 0 1 0 1
0 0 0 0 0
4 1 8 0 13
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 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
Jones Avenue
Cook Avenue

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/12/2024
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
Parkview Palms Apts DW
TOTAL VOLUMES:

Jones Avenue Cook Avenue Jones Avenue Parkview Palms Apts DW Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Jones Avenue Cook Avenue Jones Avenue
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Cook Avenue
Jones Avenue
Riverside

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

PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 02_RIV_Jones_Hole AM
Site Code : 22924575
Start Date : 6/12/2024
Page No : 1
City of Riverside
N/S: Jones Avenue
E/W: Hole Avenue
Weather: Clear
Groups Printed- Total Volume
Jones Avenue
Southbound
Hole Avenue
Westbound
Jones Avenue
Northbound
Hole Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 4 1 7 12 2 33 1 36 0 0 2 2 5 42 0 47 97
07:15 AM 6 0 9 15 0 41 1 42 1 0 3 4 1 50 1 52 113
07:30 AM 15 0 9 24 0 41 3 44 1 0 1 2 4 67 0 71 141
07:45 AM 10 0 15 25 1 73 6 80 1 0 2 3 12 72 0 84 192
Total 35 1 40 76 3 188 11 202 3 0 8 11 22 231 1 254 543 08:00 AM 10 0 10 20 2 71 3 76 3 0 1 4 6 64 0 70 170
08:15 AM 4 0 12 16 0 84 0 84 0 0 3 3 6 78 0 84 187
08:30 AM 10 1 6 17 1 61 2 64 0 0 2 2 5 69 0 74 157
08:45 AM 5 2 10 17 0 63 2 65 2 1 1 4 7 94 0 101 187
Total 29 3 38 70 3 279 7 289 5 1 7 13 24 305 0 329 701
Grand Total 64 4 78 146 6 467 18 491 8 1 15 24 46 536 1 583 1244 Apprch % 43.8 2.7 53.4 1.2 95.1 3.7 33.3 4.2 62.5 7.9 91.9 0.2 Total % 5.1 0.3 6.3 11.7 0.5 37.5 1.4 39.5 0.6 0.1 1.2 1.9 3.7 43.1 0.1 46.9 Jones Avenue
Southbound
Hole Avenue
Westbound
Jones Avenue
Northbound
Hole Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 10 0 15 25 1 73 6 80 1 0 2 3 12 72 0 84 192
08:00 AM 10 0 10 20 2 71 3 76 3 0 1 4 6 64 0 70 170
08:15 AM 4 0 12 16 0 84 0 84 0 0 3 3 6 78 0 84 187
08:30 AM 10 1 6 17 1 61 2 64 0 0 2 2 5 69 0 74 157
Total Volume 34 1 43 78 4 289 11 304 4 0 8 12 29 283 0 312 706 % App. Total 43.6 1.3 55.1 1.3 95.1 3.6 33.3 0 66.7 9.3 90.7 0 PHF .850 .250 .717 .780 .500 .860 .458 .905 .333 .000 .667 .750 .604 .907 .000 .929 .919 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_RIV_Jones_Hole AM
Site Code : 22924575
Start Date : 6/12/2024
Page No : 2
City of Riverside
N/S: Jones Avenue
E/W: Hole Avenue
Weather: Clear
Jones Avenue
Hole Avenue
Hole Avenue
Jones Avenue
Right
43 Thru
1 Left
34 InOut Total
40 78 118
Right
11 Thru
289
Left
4 OutTotal In
325 304 629
Left
4 Thru
0 Right
8 Out TotalIn
5 12 17
Left
29 Thru
283
Right
0 TotalOut In
336 312 648
Peak Hour Begins at 07:45 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:45 AM 07:15 AM 08:00 AM
+0 mins. 15 0 9 24 1 73 6 80 1 0 3 4 6 64 0 70
+15 mins. 10 0 15 25 2 71 3 76 1 0 1 2 6 78 0 84
+30 mins. 10 0 10 20 0 84 0 84 1 0 2 3 5 69 0 74
+45 mins. 4 0 12 16 1 61 2 64 3 0 1 4 7 94 0 101
Total Volume 39 0 46 85 4 289 11 304 6 0 7 13 24 305 0 329 % App. Total 45.9 0 54.1 1.3 95.1 3.6 46.2 0 53.8 7.3 92.7 0 PHF .650 .000 .767 .850 .500 .860 .458 .905 .500 .000 .583 .813 .857 .811 .000 .814 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_RIV_Jones_Hole PM
Site Code : 22924575
Start Date : 6/12/2024
Page No : 1
City of Riverside
N/S: Jones Avenue
E/W: Hole Avenue
Weather: Clear
Groups Printed- Total Volume
Jones Avenue
Southbound
Hole Avenue
Westbound
Jones Avenue
Northbound
Hole Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 4 0 6 10 1 130 9 140 2 0 3 5 12 110 1 123 278
04:15 PM 9 1 15 25 2 146 8 156 4 0 2 6 9 120 3 132 319
04:30 PM 7 0 10 17 3 121 9 133 0 1 5 6 8 104 3 115 271
04:45 PM 15 2 3 20 0 146 12 158 4 1 0 5 13 135 3 151 334 Total 35 3 34 72 6 543 38 587 10 2 10 22 42 469 10 521 1202 05:00 PM 6 3 11 20 1 162 4 167 0 0 1 1 13 120 4 137 325 05:15 PM 7 4 6 17 1 143 8 152 1 1 0 2 8 152 0 160 331
05:30 PM 7 1 10 18 2 148 10 160 0 4 6 10 10 93 1 104 292 05:45 PM 8 1 5 14 1 143 4 148 2 3 4 9 7 103 3 113 284
Total 28 9 32 69 5 596 26 627 3 8 11 22 38 468 8 514 1232 Grand Total 63 12 66 141 11 1139 64 1214 13 10 21 44 80 937 18 1035 2434 Apprch % 44.7 8.5 46.8 0.9 93.8 5.3 29.5 22.7 47.7 7.7 90.5 1.7 Total % 2.6 0.5 2.7 5.8 0.5 46.8 2.6 49.9 0.5 0.4 0.9 1.8 3.3 38.5 0.7 42.5 Jones Avenue
Southbound
Hole Avenue
Westbound
Jones Avenue
Northbound
Hole Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 15 2 3 20 0 146 12 158 4 1 0 5 13 135 3 151 334 05:00 PM 6 3 11 20 1 162 4 167 0 0 1 1 13 120 4 137 325 05:15 PM 7 4 6 17 1 143 8 152 1 1 0 2 8 152 0 160 331
05:30 PM 7 1 10 18 2 148 10 160 0 4 6 10 10 93 1 104 292 Total Volume 35 10 30 75 4 599 34 637 5 6 7 18 44 500 8 552 1282 % App. Total 46.7 13.3 40 0.6 94 5.3 27.8 33.3 38.9 8 90.6 1.4 PHF .583 .625 .682 .938 .500 .924 .708 .954 .313 .375 .292 .450 .846 .822 .500 .863 .960 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_RIV_Jones_Hole PM
Site Code : 22924575
Start Date : 6/12/2024
Page No : 2
City of Riverside
N/S: Jones Avenue
E/W: Hole Avenue
Weather: Clear
Jones Avenue
Hole Avenue
Hole Avenue
Jones Avenue
Right
30 Thru
10 Left
35 InOut Total
84 75 159
Right
34 Thru
599
Left
4 OutTotal In
542 637 1179
Left
5 Thru
6 Right
7 Out TotalIn
22 18 40
Left
44 Thru
500
Right
8 TotalOut In
634 552 1186
Peak Hour Begins at 04:45 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:45 PM 04:00 PM 04:30 PM
+0 mins. 9 1 15 25 0 146 12 158 2 0 3 5 8 104 3 115
+15 mins. 7 0 10 17 1 162 4 167 4 0 2 6 13 135 3 151
+30 mins. 15 2 3 20 1 143 8 152 0 1 5 6 13 120 4 137
+45 mins. 6 3 11 20 2 148 10 160 4 1 0 5 8 152 0 160
Total Volume 37 6 39 82 4 599 34 637 10 2 10 22 42 511 10 563 % App. Total 45.1 7.3 47.6 0.6 94 5.3 45.5 9.1 45.5 7.5 90.8 1.8 PHF .617 .500 .650 .820 .500 .924 .708 .954 .625 .500 .500 .917 .808 .840 .625 .880 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 6/12/2024
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Jones Avenue Hole Avenue Jones Avenue Hole Avenue
Pedestrians Pedestrians Pedestrians Pedestrians
0 0 0 0 0
1 1 0 2 4
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
1 0 0 0 1
2 2 0 2 6
2 1 0 1 4
6 4 0 5 15
North Leg East Leg South Leg West Leg
Jones Avenue Hole Avenue Jones Avenue Hole Avenue
Pedestrians Pedestrians Pedestrians Pedestrians
0 0 1 0 1
1 1 0 0 2
0 0 0 0 0
0 0 0 1 1
0 3 0 0 3
1 2 0 0 3
3 4 0 1 8
0 1 0 1 2
5 11 1 3 20
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 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
Jones Avenue
Hole Avenue

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/12/2024
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 1 0 0 0 0 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 1 0 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 1 0 0 1 0 0 0 0 0 0 2
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 1 0 0 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
1 0 1 0 2 0 0 0 0 0 0 0 4
0 0 0 0 1 0 0 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
1 0 1 0 4 0 0 0 0 0 0 0 6
Hole Avenue
TOTAL VOLUMES:

Jones Avenue Hole Avenue Jones Avenue Hole Avenue
Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Jones Avenue Hole Avenue Jones Avenue
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Hole Avenue
Jones Avenue
Riverside

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

PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 03_RIV_Hed_Hole AM
Site Code : 22924575
Start Date : 6/12/2024
Page No : 1
City of Riverside
N/S: Hedrick Avenue
E/W: Hole Avenue
Weather: Clear
Groups Printed- Total Volume
Hedrick Avenue
Southbound
Hole Avenue
Westbound
Hole Avenue
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 07:00 AM 1 2 3 40 0 40 1 44 45 88
07:15 AM 4 5 9 50 0 50 1 46 47 106
07:30 AM 4 6 10 52 0 52 3 66 69 131
07:45 AM 7 2 9 81 4 85 2 79 81 175
Total 16 15 31 223 4 227 7 235 242 500
08:00 AM 4 2 6 78 3 81 6 63 69 156
08:15 AM 8 3 11 81 5 86 5 75 80 177
08:30 AM 5 6 11 66 4 70 3 68 71 152
08:45 AM 6 4 10 73 3 76 6 85 91 177
Total 23 15 38 298 15 313 20 291 311 662
Grand Total 39 30 69 521 19 540 27 526 553 1162
Apprch % 56.5 43.5 96.5 3.5 4.9 95.1
Total % 3.4 2.6 5.9 44.8 1.6 46.5 2.3 45.3 47.6
Hedrick Avenue
Southbound
Hole Avenue
Westbound
Hole Avenue
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 4 2 6 78 3 81 6 63 69 156
08:15 AM 8 3 11 81 5 86 5 75 80 177
08:30 AM 5 6 11 66 4 70 3 68 71 152
08:45 AM 6 4 10 73 3 76 6 85 91 177
Total Volume 23 15 38 298 15 313 20 291 311 662
% App. Total 60.5 39.5 95.2 4.8 6.4 93.6
PHF .719 .625 .864 .920 .750 .910 .833 .856 .854 .935
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RIV_Hed_Hole AM
Site Code : 22924575
Start Date : 6/12/2024
Page No : 2
City of Riverside
N/S: Hedrick Avenue
E/W: Hole Avenue
Weather: Clear
Hedrick Avenue
Hole Avenue
Hole Avenue
Right
15 Left
23 InOut Total
35 38 73
Right
15 Thru
298
OutTotal In
314 313 627
Left
20 Thru
291
TotalOut In
313 311 624
Peak Hour Begins at 08:00 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 07:45 AM 08:00 AM
+0 mins. 4 2 6 81 4 85 6 63 69
+15 mins. 8 3 11 78 3 81 5 75 80
+30 mins. 5 6 11 81 5 86 3 68 71
+45 mins. 6 4 10 66 4 70 6 85 91
Total Volume 23 15 38 306 16 322 20 291 311
% App. Total 60.5 39.5 95 5 6.4 93.6
PHF .719 .625 .864 .944 .800 .936 .833 .856 .854
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RIV_Hed_Hole PM
Site Code : 22924575
Start Date : 6/12/2024
Page No : 1
City of Riverside
N/S: Hedrick Avenue
E/W: Hole Avenue
Weather: Clear
Groups Printed- Total Volume
Hedrick Avenue
Southbound
Hole Avenue
Westbound
Hole Avenue
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 04:00 PM 6 3 9 128 3 131 8 122 130 270
04:15 PM 2 8 10 154 6 160 13 126 139 309
04:30 PM 7 7 14 119 8 127 10 108 118 259
04:45 PM 4 4 8 146 3 149 12 141 153 310
Total 19 22 41 547 20 567 43 497 540 1148
05:00 PM 4 3 7 150 4 154 9 119 128 289
05:15 PM 3 4 7 133 4 137 7 159 166 310
05:30 PM 6 6 12 142 6 148 14 96 110 270
05:45 PM 7 8 15 131 5 136 10 112 122 273
Total 20 21 41 556 19 575 40 486 526 1142
Grand Total 39 43 82 1103 39 1142 83 983 1066 2290
Apprch % 47.6 52.4 96.6 3.4 7.8 92.2
Total % 1.7 1.9 3.6 48.2 1.7 49.9 3.6 42.9 46.6
Hedrick Avenue
Southbound
Hole Avenue
Westbound
Hole Avenue
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 4 4 8 146 3 149 12 141 153 310
05:00 PM 4 3 7 150 4 154 9 119 128 289
05:15 PM 3 4 7 133 4 137 7 159 166 310
05:30 PM 6 6 12 142 6 148 14 96 110 270
Total Volume 17 17 34 571 17 588 42 515 557 1179
% App. Total 50 50 97.1 2.9 7.5 92.5
PHF .708 .708 .708 .952 .708 .955 .750 .810 .839 .951
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RIV_Hed_Hole PM
Site Code : 22924575
Start Date : 6/12/2024
Page No : 2
City of Riverside
N/S: Hedrick Avenue
E/W: Hole Avenue
Weather: Clear
Hedrick Avenue
Hole Avenue
Hole Avenue
Right
17 Left
17 InOut Total
59 34 93
Right
17 Thru
571
OutTotal In
532 588 1120
Left
42 Thru
515
TotalOut In
588 557 1145
Peak Hour Begins at 04:45 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:15 PM 04:30 PM
+0 mins. 6 3 9 154 6 160 10 108 118
+15 mins. 2 8 10 119 8 127 12 141 153
+30 mins. 7 7 14 146 3 149 9 119 128
+45 mins. 4 4 8 150 4 154 7 159 166
Total Volume 19 22 41 569 21 590 38 527 565
% App. Total 46.3 53.7 96.4 3.6 6.7 93.3
PHF .679 .688 .732 .924 .656 .922 .792 .829 .851
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 6/12/2024
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Hedrick Avenue Hole Avenue Dead End Hole Avenue
Pedestrians Pedestrians Pedestrians Pedestrians
0 0 0 0 0
0 0 2 0 2
0 0 0 0 0
0 0 1 0 1
0 0 0 0 0
0 0 3 0 3
0 2 2 0 4
0 0 1 0 1
0 2 9 0 11
North Leg East Leg South Leg West Leg
Hedrick Avenue Hole Avenue Dead End Hole Avenue
Pedestrians Pedestrians Pedestrians Pedestrians
0 0 0 4 4
0 3 0 1 4
0 0 0 0 0
0 0 0 0 0
1 1 0 2 4
0 1 0 0 1
0 1 0 0 1
0 0 0 0 0
1 6 0 7 14
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 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
Hedrick Avenue
Hole Avenue

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/12/2024
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 1 0 0 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 1 0 1
1 0 0 0 0 0 0 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
1 0 0 0 1 0 0 0 0 0 1 0 3
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 2 0 2
0 0 0 0 1 0 0 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 2 0 0 0 0 0 0 0 2
1 0 0 0 0 0 0 0 0 0 0 0 1
0 0 0 0 2 0 0 0 0 0 0 0 2
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
1 0 0 0 5 0 0 0 0 0 2 0 8
Hole Avenue
TOTAL VOLUMES:

Hedrick Avenue Hole Avenue Dead End Hole Avenue
Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Hedrick Avenue Hole Avenue Dead End
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Hole Avenue
Hedrick Avenue
Riverside

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

PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 26_RIV_Jon_Hole veh
Site Code : 08022361
Start Date : 4/28/2022
Page No : 1
City of Riverside
N/S: Jones Avenue
E/W: Hole Avenue
Weather: Clear
Groups Printed- Total Volume
Jones Avenue
Southbound
Hole Avenue
Westbound
Jones Avenue
Northbound
Hole Avenue
Eastbound
Start Time Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total Int. Total
12:00 AM 0 0 1 0 1 0 15 3 0 18 0 0 0 0 0 0 13 0 0 13 32 12:15 AM 1 0 2 0 3 0 8 2 0 10 1 0 0 0 1 2 6 0 0 8 22
12:30 AM 1 0 1 0 2 0 8 0 0 8 0 0 0 0 0 1 9 0 0 10 20
12:45 AM 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 5 0 0 5 15
Total 2 0 4 0 6 0 41 5 0 46 1 0 0 0 1 3 33 0 0 36 89
01:00 AM 1 0 0 0 1 0 7 1 0 8 0 0 0 0 0 0 7 0 0 7 16
01:15 AM 0 0 0 0 0 0 8 2 0 10 0 0 0 0 0 1 6 0 0 7 17
01:30 AM 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 4 0 0 4 10
01:45 AM 0 1 0 0 1 0 9 3 0 12 0 0 0 0 0 0 3 0 0 3 16
Total 1 1 0 0 2 0 30 6 0 36 0 0 0 0 0 1 20 0 0 21 59
02:00 AM 1 0 1 0 2 0 4 1 0 5 0 0 0 0 0 1 2 0 0 3 10
02:15 AM 1 0 0 0 1 0 5 1 0 6 0 0 0 0 0 0 6 0 0 6 13
02:30 AM 0 0 0 0 0 0 4 1 0 5 1 1 0 0 2 0 5 0 0 5 12
02:45 AM 0 0 0 0 0 0 5 2 0 7 0 0 0 0 0 2 2 0 0 4 11
Total 2 0 1 0 3 0 18 5 0 23 1 1 0 0 2 3 15 0 0 18 46
03:00 AM 0 0 5 0 5 0 6 1 0 7 0 0 0 0 0 0 8 0 0 8 20
03:15 AM 0 0 1 0 1 0 4 0 0 4 0 0 0 0 0 0 4 0 0 4 9
03:30 AM 0 0 1 0 1 1 6 0 0 7 2 0 0 0 2 0 7 0 0 7 17
03:45 AM 2 0 2 0 4 0 4 0 0 4 0 0 0 0 0 1 10 1 0 12 20
Total 2 0 9 0 11 1 20 1 0 22 2 0 0 0 2 1 29 1 0 31 66
04:00 AM 1 0 0 0 1 0 5 0 0 5 0 0 0 0 0 0 4 0 0 4 10
04:15 AM 1 0 3 0 4 0 10 0 0 10 0 0 1 0 1 1 11 0 2 14 29 04:30 AM 1 0 4 0 5 0 10 0 0 10 1 2 1 0 4 0 13 0 0 13 32 04:45 AM 0 0 1 0 1 0 10 0 0 10 0 0 0 0 0 0 12 0 0 12 23 Total 3 0 8 0 11 0 35 0 0 35 1 2 2 0 5 1 40 0 2 43 94
05:00 AM 1 0 8 0 9 0 14 0 0 14 1 1 0 0 2 1 12 0 0 13 38 05:15 AM 3 0 2 0 5 0 13 3 0 16 0 0 1 0 1 2 21 0 0 23 45 05:30 AM 2 0 3 0 5 0 15 1 0 16 2 1 1 0 4 3 18 0 0 21 46 05:45 AM 2 0 8 0 10 0 23 1 0 24 1 0 0 0 1 2 34 0 0 36 71 Total 8 0 21 0 29 0 65 5 0 70 4 2 2 0 8 8 85 0 0 93 200 06:00 AM 0 0 5 0 5 0 26 4 0 30 1 1 1 0 3 0 25 0 0 25 63 06:15 AM 5 0 5 0 10 1 21 0 0 22 0 0 1 0 1 1 42 0 0 43 76 06:30 AM 7 0 7 0 14 2 34 4 0 40 0 1 4 0 5 0 43 0 0 43 102 06:45 AM 6 0 7 0 13 1 46 4 0 51 0 1 0 0 1 2 58 0 0 60 125 Total 18 0 24 0 42 4 127 12 0 143 1 3 6 0 10 3 168 0 0 171 366 07:00 AM 12 0 8 0 20 0 84 2 0 86 2 0 0 0 2 7 59 1 0 67 175 07:15 AM 14 0 10 0 24 1 97 2 0 100 1 2 0 0 3 5 88 0 0 93 220 07:30 AM 12 0 8 0 20 1 115 6 0 122 2 1 1 0 4 16 106 2 0 124 270 07:45 AM 12 0 20 0 32 1 148 6 0 155 0 4 1 0 5 13 110 2 0 125 317 Total 50 0 46 0 96 3 444 16 0 463 5 7 2 0 14 41 363 5 0 409 982 08:00 AM 9 0 14 0 23 0 100 3 0 103 0 0 3 0 3 9 108 2 0 119 248 08:15 AM 10 1 7 0 18 0 114 7 0 121 0 2 1 0 3 7 79 0 0 86 228 08:30 AM 8 0 6 0 14 0 107 7 0 114 1 1 2 0 4 5 94 0 0 99 231 08:45 AM 7 1 7 0 15 0 79 4 1 84 2 1 3 0 6 4 95 2 0 101 206 Total 34 2 34 0 70 0 400 21 1 422 3 4 9 0 16 25 376 4 0 405 913 09:00 AM 11 1 8 0 20 1 75 2 0 78 1 0 1 0 2 4 82 1 0 87 187 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 26_RIV_Jon_Hole veh
Site Code : 08022361
Start Date : 4/28/2022
Page No : 2
City of Riverside
N/S: Jones Avenue
E/W: Hole Avenue
Weather: Clear
Groups Printed- Total Volume
Jones Avenue
Southbound
Hole Avenue
Westbound
Jones Avenue
Northbound
Hole Avenue
Eastbound
Start Time Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total Int. Total
09:15 AM 8 0 4 0 12 2 49 3 0 54 1 0 1 0 2 4 68 0 0 72 140 09:30 AM 9 0 5 0 14 0 74 4 0 78 1 1 1 0 3 5 74 0 0 79 174 09:45 AM 7 1 3 0 11 2 80 6 0 88 1 1 0 0 2 9 86 2 0 97 198 Total 35 2 20 0 57 5 278 15 0 298 4 2 3 0 9 22 310 3 0 335 699 10:00 AM 5 0 3 0 8 0 75 2 0 77 2 0 2 0 4 3 77 1 0 81 170 10:15 AM 7 0 1 0 8 0 74 10 0 84 2 0 1 0 3 1 75 0 0 76 171 10:30 AM 2 0 6 0 8 3 91 3 0 97 0 0 1 0 1 3 80 1 0 84 190 10:45 AM 5 0 7 0 12 3 71 2 0 76 0 0 5 0 5 4 97 2 0 103 196 Total 19 0 17 0 36 6 311 17 0 334 4 0 9 0 13 11 329 4 0 344 727 11:00 AM 3 1 4 0 8 0 95 5 0 100 1 0 2 0 3 7 97 1 0 105 216 11:15 AM 10 0 10 0 20 0 82 2 0 84 1 1 0 0 2 4 100 1 0 105 211 11:30 AM 5 1 5 0 11 0 107 7 1 115 0 0 0 0 0 6 82 2 0 90 216 11:45 AM 9 0 9 0 18 2 98 2 0 102 1 2 2 0 5 5 94 0 0 99 224 Total 27 2 28 0 57 2 382 16 1 401 3 3 4 0 10 22 373 4 0 399 867 12:00 PM 7 1 11 0 19 0 142 4 0 146 0 1 0 0 1 6 95 2 0 103 269 12:15 PM 4 1 12 0 17 0 117 4 0 121 0 0 0 0 0 9 116 0 0 125 263 12:30 PM 6 1 6 0 13 2 125 6 1 134 1 1 1 0 3 4 117 0 0 121 271 12:45 PM 4 1 9 0 14 0 98 6 0 104 0 0 2 0 2 7 119 0 0 126 246 Total 21 4 38 0 63 2 482 20 1 505 1 2 3 0 6 26 447 2 0 475 1049 01:00 PM 5 2 4 0 11 6 89 3 0 98 0 0 7 0 7 10 93 0 0 103 219 01:15 PM 4 1 6 0 11 1 108 2 0 111 0 1 1 0 2 3 74 0 0 77 201 01:30 PM 3 2 6 0 11 3 108 6 0 117 2 2 0 0 4 6 93 0 0 99 231 01:45 PM 5 1 9 0 15 0 115 9 0 124 3 0 0 0 3 8 94 2 0 104 246 Total 17 6 25 0 48 10 420 20 0 450 5 3 8 0 16 27 354 2 0 383 897 02:00 PM 10 0 6 0 16 1 125 3 0 129 0 0 1 0 1 10 90 2 0 102 248 02:15 PM 8 0 24 0 32 3 137 4 0 144 2 4 1 0 7 13 102 0 0 115 298 02:30 PM 10 0 4 0 14 1 111 5 0 117 1 1 3 0 5 11 129 2 0 142 278 02:45 PM 21 3 20 0 44 0 136 11 0 147 1 2 1 0 4 12 128 2 0 142 337 Total 49 3 54 0 106 5 509 23 0 537 4 7 6 0 17 46 449 6 0 501 1161 03:00 PM 6 1 10 0 17 1 155 10 0 166 2 1 0 0 3 10 136 4 0 150 336 03:15 PM 8 0 8 0 16 1 140 9 0 150 1 0 3 0 4 17 126 2 0 145 315 03:30 PM 8 0 8 0 16 3 134 7 0 144 0 2 3 0 5 12 136 0 0 148 313 03:45 PM 9 3 7 0 19 2 146 6 0 154 0 0 2 0 2 12 129 1 0 142 317 Total 31 4 33 0 68 7 575 32 0 614 3 3 8 0 14 51 527 7 0 585 1281 04:00 PM 10 3 10 0 23 1 141 7 0 149 0 0 2 0 2 8 145 0 0 153 327 04:15 PM 7 0 6 0 13 1 152 8 1 162 3 0 3 0 6 13 144 3 0 160 341 04:30 PM 10 1 6 0 17 2 132 5 0 139 1 0 1 0 2 9 134 3 0 146 304 04:45 PM 10 0 8 0 18 4 139 6 0 149 4 0 2 0 6 16 103 3 0 122 295 Total 37 4 30 0 71 8 564 26 1 599 8 0 8 0 16 46 526 9 0 581 1267 05:00 PM 3 0 2 0 5 3 144 9 0 156 3 1 0 0 4 6 133 5 0 144 309 05:15 PM 6 0 6 0 12 3 129 4 0 136 2 1 3 0 6 14 124 6 0 144 298 05:30 PM 11 0 7 0 18 1 143 6 0 150 4 2 2 0 8 12 117 2 0 131 307 05:45 PM 9 0 7 0 16 5 143 7 0 155 0 3 2 0 5 17 106 2 0 125 301 Total 29 0 22 0 51 12 559 26 0 597 9 7 7 0 23 49 480 15 0 544 1215 06:00 PM 6 0 9 0 15 0 145 10 0 155 0 2 1 0 3 8 136 5 0 149 322 06:15 PM 3 0 4 0 7 1 121 9 0 131 1 0 0 0 1 11 121 2 0 134 273 06:30 PM 7 1 9 0 17 2 114 4 0 120 0 1 1 0 2 6 119 0 1 126 265 06:45 PM 5 0 13 0 18 2 96 9 0 107 2 1 1 0 4 13 122 1 0 136 265 Total 21 1 35 0 57 5 476 32 0 513 3 4 3 0 10 38 498 8 1 545 1125 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 26_RIV_Jon_Hole veh
Site Code : 08022361
Start Date : 4/28/2022
Page No : 3
City of Riverside
N/S: Jones Avenue
E/W: Hole Avenue
Weather: Clear
Groups Printed- Total Volume
Jones Avenue
Southbound
Hole Avenue
Westbound
Jones Avenue
Northbound
Hole Avenue
Eastbound
Start Time Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total Int. Total
07:00 PM 3 2 5 0 10 1 90 9 0 100 0 0 2 0 2 13 89 0 0 102 214 07:15 PM 7 1 4 0 12 1 84 6 0 91 0 0 2 0 2 5 87 0 0 92 197 07:30 PM 4 3 8 0 15 1 89 3 1 94 2 2 1 0 5 10 73 1 0 84 198 07:45 PM 9 1 8 0 18 1 94 8 0 103 2 1 2 0 5 9 78 1 0 88 214 Total 23 7 25 0 55 4 357 26 1 388 4 3 7 0 14 37 327 2 0 366 823 08:00 PM 6 1 4 0 11 2 91 3 0 96 0 1 2 0 3 11 87 4 0 102 212 08:15 PM 10 1 2 0 13 4 79 3 0 86 4 0 0 0 4 3 65 1 1 70 173 08:30 PM 1 0 2 0 3 0 94 5 0 99 2 0 3 0 5 7 62 4 0 73 180 08:45 PM 5 0 5 0 10 2 60 5 0 67 1 0 2 0 3 6 45 0 0 51 131 Total 22 2 13 0 37 8 324 16 0 348 7 1 7 0 15 27 259 9 1 296 696 09:00 PM 3 2 4 0 9 1 68 1 0 70 1 0 0 0 1 4 47 0 0 51 131 09:15 PM 4 0 7 0 11 2 60 3 0 65 2 1 2 0 5 8 35 1 0 44 125 09:30 PM 1 0 4 0 5 0 53 4 0 57 0 0 0 0 0 4 27 0 0 31 93 09:45 PM 4 0 2 0 6 2 34 1 0 37 1 1 0 0 2 3 28 1 0 32 77 Total 12 2 17 0 31 5 215 9 0 229 4 2 2 0 8 19 137 2 0 158 426 10:00 PM 0 0 3 0 3 2 46 4 0 52 1 0 1 0 2 2 26 1 0 29 86 10:15 PM 0 0 2 0 2 1 38 1 0 40 0 0 0 0 0 2 32 1 0 35 77 10:30 PM 3 0 0 0 3 1 26 3 0 30 0 0 0 0 0 5 24 2 0 31 64 10:45 PM 2 0 1 0 3 0 26 3 0 29 0 0 0 0 0 2 22 0 0 24 56 Total 5 0 6 0 11 4 136 11 0 151 1 0 1 0 2 11 104 4 0 119 283 11:00 PM 0 1 2 0 3 0 32 2 0 34 0 0 0 0 0 3 12 2 0 17 54 11:15 PM 0 0 1 0 1 0 17 1 1 19 0 0 1 0 1 3 12 0 0 15 36 11:30 PM 2 0 2 1 5 0 27 2 0 29 0 1 0 0 1 2 8 0 0 10 45
11:45 PM 2 0 1 0 3 0 10 4 0 14 1 0 0 0 1 0 11 0 0 11 29 Total 4 1 6 1 12 0 86 9 1 96 1 1 1 0 3 8 43 2 0 53 164
Grand Total 472 41 516 1 1030 91 6854 369 6 7320 79 57 98 0 234 526 6292 89 4 6911 15495 Apprch % 45.8 4 50.1 0.1 1.2 93.6 5 0.1 33.8 24.4 41.9 0 7.6 91 1.3 0.1 Total % 3 0.3 3.3 0 6.6 0.6 44.2 2.4 0 47.2 0.5 0.4 0.6 0 1.5 3.4 40.6 0.6 0 44.6 Jones Avenue
Southbound
Hole Avenue
Westbound
Jones Avenue
Northbound
Hole Avenue
Eastbound
Start Time Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total Int. Total
Peak Hour Analysis From 12:00 AM to 11:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:45 PM
02:45 PM
21 3 20 0 44 0 136 11 0 147 1 2 1 0 4 12 128 2 0 142 337 03:00 PM 6 1 10 0 17 1 155 10 0 166 2 1 0 0 3 10 136 4 0 150 336 03:15 PM 8 0 8 0 16 1 140 9 0 150 1 0 3 0 4 17 126 2 0 145 315 03:30 PM 8 0 8 0 16 3 134 7 0 144 0 2 3 0 5 12 136 0 0 148 313 Total Volume 43 4 46 0 93 5 565 37 0 607 4 5 7 0 16 51 526 8 0 585 1301 % App. Total 46.2 4.3 49.5 0 0.8 93.1 6.1 0 25 31.2 43.8 0 8.7 89.9 1.4 0 PHF .512 .333 .575 .000 .528 .417 .911 .841 .000 .914 .500 .625 .583 .000 .800 .750 .967 .500 .000 .975 .965 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 26_RIV_Jon_Hole veh
Site Code : 08022361
Start Date : 4/28/2022
Page No : 4
City of Riverside
N/S: Jones Avenue
E/W: Hole Avenue
Weather: Clear
Jones Avenue
Hole Avenue
Hole Avenue
Jones Avenue
Right
46 Thru
4 Left
43 U-Turns
0 InOut Total
93 93 186
Right
37 Thru
565
Left
5 U-Turns
0 OutTotal In
576 607 1183
Left
4 Thru
5 Right
7 U-Turns
0 Out TotalIn
17 16 33
Left
51 Thru
526
Right
8 U-Turns
0 TotalOut In
615 585 1200
Peak Hour Begins at 02:45 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 12:00 AM to 11:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
02:15 PM 03:00 PM 04:45 PM 03:30 PM
+0 mins. 8 0 24 0 32 1 155 10 0 166 4 0 2 0 6 12 136 0 0 148 +15 mins. 10 0 4 0 14 1 140 9 0 150 3 1 0 0 4 12 129 1 0 142 +30 mins. 21 3 20 0 44 3 134 7 0 144 2 1 3 0 6 8 145 0 0 153 +45 mins. 6 1 10 0 17 2 146 6 0 154 4 2 2 0 8 13 144 3 0 160 Total Volume 45 4 58 0 107 7 575 32 0 614 13 4 7 0 24 45 554 4 0 603 % App. Total 42.1 3.7 54.2 0 1.1 93.6 5.2 0 54.2 16.7 29.2 0 7.5 91.9 0.7 0 PHF .536 .333 .604 .000 .608 .583 .927 .800 .000 .925 .813 .500 .583 .000 .750 .865 .955 .333 .000 .942 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
Location: Riverside Date: 4/28/2022
N/S: Day Thursday
E/W:

North Leg East Leg South Leg West Leg
Jones Avenue Hole Avenue Jones Avenue Hole Avenue
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
1001 2
0000 0
0011 2
0000 0
0043 7
0035 8
0000 0
0010 1
0020 2
0001 1
2050 7
0000 0
0000 0
0000 0
1000 1
0001 1
1020 3
0000 0
0010 1
1010 2
0000 0
1000 1
1000 1
0010 1
0020 2
0000 0
1000 1
1000 1
0000 0
1001 2
0010 1
0000 0
0020 2
0000 0
1000 1
0011 2
0056 11
0041 5
0020 2
0000 0
0010 1
0011 2
1021 4
0100 1
0000 0
0000 0
1000 1
2000 2
2003 5
2001 3
0002 2
1000 1
0010 1
0000 0
0021 3
0000 0
0000 0
0000 0
0010 1
0020 2
0001 1
0000 0
0000 0
0020 2
0000 0
0010 1
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
21 1 51 31 104
12:30 AM
Jones Avenue
Hole Avenue

PEDESTRIANS
Time TOTAL
12:00 AM
12:15 AM
3:30 AM
12:45 AM
1:00 AM
1:15 AM
1:30 AM
1:45 AM
2:00 AM
2:15 AM
2:30 AM
2:45 AM
3:00 AM
3:15 AM
6:30 AM
3:45 AM
4:00 AM
4:15 AM
4:30 AM
4:45 AM
5:00 AM
5:15 AM
5:30 AM
5:45 AM
6:00 AM
6:15 AM
9:30 AM
6:45 AM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
9:00 AM
9:15 AM
12:30 PM
9:45 AM
10:00 AM
10:15 AM
10:30 AM
10:45 AM
11:00 AM
11:15 AM
11:30 AM
11:45 AM
12:00 PM
12:15 PM
3:30 PM
12:45 PM
1:00 PM
1:15 PM
1:30 PM
1:45 PM
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
3:15 PM
6:30 PM
3:45 PM
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
6:00 PM
6:15 PM
9:30 PM
6:45 PM
7:00 PM
7:15 PM
7:30 PM
7:45 PM
8:00 PM
8:15 PM
8:30 PM
8:45 PM
9:00 PM
9:15 PM
11:15 PM
11:30 PM
11:45 PM
TOTA
L VOLUMES:
9:45 PM
10:00 PM
10:15 PM
10:30 PM
10:45 PM
11:00 PM

Location: Date: 4/28/2022
N/S: Day: Thursday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000000000 0
000010000000 1
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000010 1
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000010000000 1
000001000000 1
000010000000 1
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000010 1
000010000000 1
000000100010 2
000000000000 0
000000000020 2
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000010 1
000000000010 1
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000010000000 1
000000000000 0
000010000000 1
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000010000010 2
000010000010 2
000000000000 0
010000000000 1
000000000000 0
000000000010 1
000010000000 1
000010100000 2
000020000000 2
000020000010 3
000000100000 1
000010000000 1
000010000000 1
000000000000 0
000000000010 1
000010000000 1
000010000000 1
000000000000 0
000000000000 0
000000000000 0
000000000001 1
000000000000 0
000000000010 1
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
0100
1 8 13000 1 3 1 3 7
Eastbound
Jones Avenue Hole Avenue Jones Avenue Hole Avenue
12:00 AM
Riverside

BICYCLES
Southbound Westbound Northbound
Jones Avenue
Hole Avenue
1:45 AM
2:00 AM
2:15 AM
2:30 AM
2:45 AM
3:00 AM
12:15 AM
12:30 AM
12:45 AM
1:00 AM
1:15 AM
1:30 AM
4:45 AM
5:00 AM
5:15 AM
5:30 AM
5:45 AM
6:00 AM
3:15 AM
3:30 AM
3:45 AM
4:00 AM
4:15 AM
4:30 AM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
9:00 AM
6:15 AM
6:30 AM
6:45 AM
7:00 AM
7:15 AM
7:30 AM
10:45 AM
11:00 AM
11:15 AM
11:30 AM
11:45 AM
12:00 PM
9:15 AM
9:30 AM
9:45 AM
10:00 AM
10:15 AM
10:30 AM
1:45 PM
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
12:15 PM
12:30 PM
12:45 PM
1:00 PM
1:15 PM
1:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
6:00 PM
3:15 PM
3:30 PM
3:45 PM
4:00 PM
4:15 PM
4:30 PM
7:45 PM
8:00 PM
8:15 PM
8:30 PM
8:45 PM
9:00 PM
6:15 PM
6:30 PM
6:45 PM
7:00 PM
7:15 PM
7:30 PM
10:45 PM
11:00 PM
11:15 PM
11:30 PM
11:45 PM
TOTA
L VOLUMES:
9:15 PM
9:30 PM
9:45 PM
10:00 PM
10:15 PM
10:30 PM

File Name : 26_RIV_Jon_Hole veh
Site Code : 08022361
Start Date : 4/28/2022
Page No : 1
City of Riverside
N/S: Jones Avenue
E/W: Hole Avenue
Weather: Clear
Groups Printed- Total Volume
Jones Avenue
Southbound
Hole Avenue
Westbound
Jones Avenue
Northbound
Hole Avenue
Eastbound
Start Time Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total Int. Total
07:00 AM 12 0 8 0 20 0 84 2 0 86 2 0 0 0 2 7 59 1 0 67 175 07:15 AM 14 0 10 0 24 1 97 2 0 100 1 2 0 0 3 5 88 0 0 93 220 07:30 AM 12 0 8 0 20 1 115 6 0 122 2 1 1 0 4 16 106 2 0 124 270 07:45 AM 12 0 20 0 32 1 148 6 0 155 0 4 1 0 5 13 110 2 0 125 317 Total 50 0 46 0 96 3 444 16 0 463 5 7 2 0 14 41 363 5 0 409 982 08:00 AM 9 0 14 0 23 0 100 3 0 103 0 0 3 0 3 9 108 2 0 119 248 08:15 AM 10 1 7 0 18 0 114 7 0 121 0 2 1 0 3 7 79 0 0 86 228 08:30 AM 8 0 6 0 14 0 107 7 0 114 1 1 2 0 4 5 94 0 0 99 231 08:45 AM 7 1 7 0 15 0 79 4 1 84 2 1 3 0 6 4 95 2 0 101 206 Total 34 2 34 0 70 0 400 21 1 422 3 4 9 0 16 25 376 4 0 405 913 Grand Total 84 2 80 0 166 3 844 37 1 885 8 11 11 0 30 66 739 9 0 814 1895 Apprch % 50.6 1.2 48.2 0 0.3 95.4 4.2 0.1 26.7 36.7 36.7 0 8.1 90.8 1.1 0 Total % 4.4 0.1 4.2 0 8.8 0.2 44.5 2 0.1 46.7 0.4 0.6 0.6 0 1.6 3.5 39 0.5 0 43 Jones Avenue
Southbound
Hole Avenue
Westbound
Jones Avenue
Northbound
Hole Avenue
Eastbound
Start Time Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 12 0 8 0 20 1 115 6 0 122 2 1 1 0 4 16 106 2 0 124 270 07:45 AM 12 0 20 0 32 1 148 6 0 155 0 4 1 0 5 13 110 2 0 125 317 08:00 AM 9 0 14 0 23 0 100 3 0 103 0 0 3 0 3 9 108 2 0 119 248 08:15 AM 10 1 7 0 18 0 114 7 0 121 0 2 1 0 3 7 79 0 0 86 228 Total Volume 43 1 49 0 93 2 477 22 0 501 2 7 6 0 15 45 403 6 0 454 1063 % App. Total 46.2 1.1 52.7 0 0.4 95.2 4.4 0 13.3 46.7 40 0 9.9 88.8 1.3 0 PHF .896 .250 .613 .000 .727 .500 .806 .786 .000 .808 .250 .438 .500 .000 .750 .703 .916 .750 .000 .908 .838 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 26_RIV_Jon_Hole veh
Site Code : 08022361
Start Date : 4/28/2022
Page No : 2
City of Riverside
N/S: Jones Avenue
E/W: Hole Avenue
Weather: Clear
Jones Avenue
Hole Avenue
Hole Avenue
Jones Avenue
Right
49 Thru
1 Left
43 U-Turns
0 InOut Total
74 93 167
Right
22 Thru
477
Left
2 U-Turns
0 OutTotal In
452 501 953
Left
2 Thru
7 Right
6 U-Turns
0 Out TotalIn
9 15 24
Left
45 Thru
403
Right
6 U-Turns
0 TotalOut In
528 454 982
Peak Hour Begins at 07:30 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:30 AM 08:00 AM 07:15 AM
+0 mins. 14 0 10 0 24 1 115 6 0 122 0 0 3 0 3 5 88 0 0 93 +15 mins. 12 0 8 0 20 1 148 6 0 155 0 2 1 0 3 16 106 2 0 124 +30 mins. 12 0 20 0 32 0 100 3 0 103 1 1 2 0 4 13 110 2 0 125 +45 mins. 9 0 14 0 23 0 114 7 0 121 2 1 3 0 6 9 108 2 0 119 Total Volume 47 0 52 0 99 2 477 22 0 501 3 4 9 0 16 43 412 6 0 461 % App. Total 47.5 0 52.5 0 0.4 95.2 4.4 0 18.8 25 56.2 0 9.3 89.4 1.3 0 PHF .839 .000 .650 .000 .773 .500 .806 .786 .000 .808 .375 .500 .750 .000 .667 .672 .936 .750 .000 .922 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 26_RIV_Jon_Hole veh
Site Code : 08022361
Start Date : 4/28/2022
Page No : 1
City of Riverside
N/S: Jones Avenue
E/W: Hole Avenue
Weather: Clear
Groups Printed- Total Volume
Jones Avenue
Southbound
Hole Avenue
Westbound
Jones Avenue
Northbound
Hole Avenue
Eastbound
Start Time Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total Int. Total
04:00 PM 10 3 10 0 23 1 141 7 0 149 0 0 2 0 2 8 145 0 0 153 327 04:15 PM 7 0 6 0 13 1 152 8 1 162 3 0 3 0 6 13 144 3 0 160 341 04:30 PM 10 1 6 0 17 2 132 5 0 139 1 0 1 0 2 9 134 3 0 146 304 04:45 PM 10 0 8 0 18 4 139 6 0 149 4 0 2 0 6 16 103 3 0 122 295 Total 37 4 30 0 71 8 564 26 1 599 8 0 8 0 16 46 526 9 0 581 1267 05:00 PM 3 0 2 0 5 3 144 9 0 156 3 1 0 0 4 6 133 5 0 144 309 05:15 PM 6 0 6 0 12 3 129 4 0 136 2 1 3 0 6 14 124 6 0 144 298 05:30 PM 11 0 7 0 18 1 143 6 0 150 4 2 2 0 8 12 117 2 0 131 307 05:45 PM 9 0 7 0 16 5 143 7 0 155 0 3 2 0 5 17 106 2 0 125 301 Total 29 0 22 0 51 12 559 26 0 597 9 7 7 0 23 49 480 15 0 544 1215 Grand Total 66 4 52 0 122 20 1123 52 1 1196 17 7 15 0 39 95 1006 24 0 1125 2482 Apprch % 54.1 3.3 42.6 0 1.7 93.9 4.3 0.1 43.6 17.9 38.5 0 8.4 89.4 2.1 0 Total % 2.7 0.2 2.1 0 4.9 0.8 45.2 2.1 0 48.2 0.7 0.3 0.6 0 1.6 3.8 40.5 1 0 45.3 Jones Avenue
Southbound
Hole Avenue
Westbound
Jones Avenue
Northbound
Hole Avenue
Eastbound
Start Time Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total
Left Thru Right U-Turns App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 10 3 10 0 23 1 141 7 0 149 0 0 2 0 2 8 145 0 0 153 327 04:15 PM 7 0 6 0 13 1 152 8 1 162 3 0 3 0 6 13 144 3 0 160 341 04:30 PM 10 1 6 0 17 2 132 5 0 139 1 0 1 0 2 9 134 3 0 146 304 04:45 PM 10 0 8 0 18 4 139 6 0 149 4 0 2 0 6 16 103 3 0 122 295 Total Volume 37 4 30 0 71 8 564 26 1 599 8 0 8 0 16 46 526 9 0 581 1267 % App. Total 52.1 5.6 42.3 0 1.3 94.2 4.3 0.2 50 0 50 0 7.9 90.5 1.5 0 PHF .925 .333 .750 .000 .772 .500 .928 .813 .250 .924 .500 .000 .667 .000 .667 .719 .907 .750 .000 .908 .929 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 26_RIV_Jon_Hole veh
Site Code : 08022361
Start Date : 4/28/2022
Page No : 2
City of Riverside
N/S: Jones Avenue
E/W: Hole Avenue
Weather: Clear
Jones Avenue
Hole Avenue
Hole Avenue
Jones Avenue
Right
30 Thru
4 Left
37 U-Turns
0 InOut Total
72 71 143
Right
26 Thru
564
Left
8 U-Turns
1 OutTotal In
571 599 1170
Left
8 Thru
0 Right
8 U-Turns
0 Out TotalIn
21 16 37
Left
46 Thru
526
Right
9 U-Turns
0 TotalOut In
602 581 1183
Peak Hour Begins at 04:00 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:15 PM 04:45 PM 04:00 PM
+0 mins. 10 3 10 0 23 1 152 8 1 162 4 0 2 0 6 8 145 0 0 153 +15 mins. 7 0 6 0 13 2 132 5 0 139 3 1 0 0 4 13 144 3 0 160 +30 mins. 10 1 6 0 17 4 139 6 0 149 2 1 3 0 6 9 134 3 0 146 +45 mins. 10 0 8 0 18 3 144 9 0 156 4 2 2 0 8 16 103 3 0 122 Total Volume 37 4 30 0 71 10 567 28 1 606 13 4 7 0 24 46 526 9 0 581 % App. Total 52.1 5.6 42.3 0 1.7 93.6 4.6 0.2 54.2 16.7 29.2 0 7.9 90.5 1.5 0 PHF .925 .333 .750 .000 .772 .625 .933 .778 .250 .935 .813 .500 .583 .000 .750 .719 .907 .750 .000 .908 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
Location: Date: 4/28/2022
N/S: Day: Thursday
E/W:

North Leg East Leg South Leg West Leg
Jones Avenue Hole Avenue Jones Avenue Hole Avenue
Pedestrians Pedestrians Pedestrians Pedestrians
0035 8
0000 0
0010 1
0020 2
0001 1
2050 7
0000 0
0000 0
2 0 11 6 19
North Leg East Leg South Leg West Leg
Jones Avenue Hole Avenue Jones Avenue Hole Avenue
Pedestrians Pedestrians Pedestrians Pedestrians
0011 2
1021 4
0100 1
0000 0
0000 0
1000 1
2000 2
2003 5
6135 1 5
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 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
Jones Avenue
Hole Avenue

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
Location: Date: 4/28/2022
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
000010000000 1
000001000000 1
000010000000 1
000000000000 0
000021000000 3
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
010000000000 1
000000000000 0
000000000010 1
000010000000 1
000010100000 2
000020000000 2
000020000010 3
010060100020 1 0
Hole Avenue
TOTAL VOLUMES:

Jones Avenue Hole Avenue Jones Avenue Hole Avenue
Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Jones Avenue Hole Avenue Jones Avenue
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound
Westbound Northbound
Hole Avenue
Jones Avenue
Riverside

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

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

Page 1 ends

City of Riverside
Hedrick Avenue
B/ Wells Avenue - Hole Avenue
24 Hour Directional Volume Count

RIV002
Site Code: 229-24575

Counts Unimited, Inc.

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

Start 6/12/24 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 1 6 0 16
12:15 3 3 1 8
12:30 2 10 2 11
12:45 1 7 7 26 1 9 4 44 11 70
01:00 1 11 1 6
01:15 0 7 0 12
01:30 1 2 0 7
01:45 2 5 4 25 1 6 2 31 6 56
02:00 1 5 0 11
02:15 2 11 3 5
02:30 2 10 0 11
02:45 3 14 8 40 0 8 3 35 11 75
03:00 0 14 1 13
03:15 3 12 1 8
03:30 0 18 4 6
03:45 2 14 5 58 0 20 6 47 11 105
04:00 0 11 2 10
04:15 1 19 1 7
04:30 0 12 2 16
04:45 0 12 1 54 2 8 7 41 8 95
05:00 3 10 5 8
05:15 0 9 7 6
05:30 3 18 5 11
05:45 1 8 7 45 3 12 20 37 27 82
06:00 4 15 8 15
06:15 0 11 8 15
06:30 2 5 5 10
06:45 1 7 7 38 9 9 30 49 37 87
07:00 2 10 2 4
07:15 1 8 9 9
07:30 1 10 9 9
07:45 5 12 9 40 6 9 26 31 35 71
08:00 7 7 6 4
08:15 4 13 10 6
08:30 3 6 14 6
08:45 8 8 22 34 8 6 38 22 60 56
09:00 5 8 8 5
09:15 5 7 7 6
09:30 3 5 9 3
09:45 6 5 19 25 2 3 26 17 45 42
10:00 9 5 9 1
10:15 2 7 4 1
10:30 3 6 5 6
10:45 6 4 20 22 4 2 22 10 42 32
11:00 1 3 15 3
11:15 6 6 6 1
11:30 6 1 5 0
11:45 8 1 21 11 6 0 32 4 53 15
Total 130 418 130 418 216 368 216 368 346 786
Combined
Total 548 548 584 584 1132
AM Peak - 09:15 - - - 08:15 - - - - -
Vol. - 23 - - - 40 - - - - -
P.H.F. 0.639 0.714
PM Peak - - 03:30 - - - 03:45 - - - -
Vol. - - 62 - - - 53 - - - -
P.H.F. 0.816 0.663

Percentag
e 23.7% 76.3% 37.0% 63.0%
ADT/AADT ADT 1,132 AADT 1,132

Page 1 ends

City of Riverside
Jones Avenue
B/ Hole Avenue - Mobley Avenue
24 Hour Directional Volume Count

RIV001
Site Code: 229-24575

Counts Unimited, Inc.

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

Start 6/12/24 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 4 17 0 14
12:15 6 12 2 4
12:30 2 10 1 10
12:45 5 15 17 54 5 15 8 43 25 97
01:00 2 10 1 10
01:15 0 10 1 11
01:30 2 8 1 10
01:45 3 14 7 42 1 10 4 41 11 83
02:00 0 13 0 14
02:15 2 10 2 20
02:30 2 22 0 16
02:45 2 13 6 58 4 22 6 72 12 130
03:00 0 16 2 14
03:15 2 12 0 20
03:30 1 20 4 17
03:45 2 13 5 61 3 16 9 67 14 128
04:00 2 20 4 12
04:15 4 16 7 27
04:30 3 18 5 16
04:45 3 25 12 79 5 19 21 74 33 153
05:00 5 15 10 21
05:15 6 16 8 16
05:30 8 23 10 16
05:45 5 16 24 70 4 14 32 67 56 137
06:00 3 16 3 22
06:15 4 16 6 12
06:30 5 12 7 14
06:45 6 17 18 61 7 11 23 59 41 120
07:00 6 14 11 11
07:15 4 19 12 14
07:30 6 22 23 6
07:45 18 12 34 67 24 12 70 43 104 110
08:00 7 16 20 9
08:15 6 16 15 12
08:30 8 18 16 14
08:45 10 10 31 60 15 12 66 47 97 107
09:00 13 9 14 12
09:15 4 15 11 5
09:30 8 8 13 5
09:45 6 6 31 38 13 12 51 34 82 72
10:00 9 8 7 4
10:15 2 5 9 3
10:30 11 8 12 4
10:45 10 2 32 23 14 3 42 14 74 37
11:00 7 5 13 1
11:15 7 1 11 3
11:30 10 5 12 2
11:45 5 1 29 12 14 4 50 10 79 22
Total 246 625 246 625 382 571 382 571 628 1196
Combined
Total 871 871 953 953 1824
AM Peak - 07:45 - - - 07:30 - - - - -
Vol. - 39 - - - 82 - - - - -
P.H.F. 0.542 0.854
PM Peak - - 04:00 - - - 04:15 - - - -
Vol. - - 79 - - - 83 - - - -
P.H.F. 0.790 0.769

Percentag
e 28.2% 71.8% 40.1% 59.9%
ADT/AADT ADT 1,824 AADT 1,824
Mikasa Multi-Family
Traffic Impact Analysis

Appendix D - Signal Timing Information

Lanes, Volumes, Timings Existing AM
2: Jones Ave & Hole Ave 08/09/2024
Existing AM 10:57 am 07/03/2024 Baseline Synchro 11 Report

Page 1 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 39 382 0 5 390 15 5 0 11 46 1 58
Future Volume (vph) 39 382 0 5 390 15 5 0 11 46 1 58
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 100 0 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 0.99
Frt 0.994 0.905 0.925
Flt Protected 0.950 0.950 0.985 0.979
Satd. Flow (prot) 1752 3505 0 1752 3480 0 0 1627 0 0 1657 0 Flt Permitted 0.950 0.950 0.985 0.979
Satd. Flow (perm) 1752 3505 0 1752 3480 0 0 1627 0 0 1657 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 3 104 56
Link Speed (mph) 40 40 25 25
Link Distance (ft) 764 550 250 842
Travel Time (s) 13.0 9.4 6.8 23.0
Confl. Peds. (#/hr) 3 2 2
Confl. Bikes (#/hr) 1
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Adj. Flow (vph) 48 472 0 6 481 19 6 0 14 57 1 72
Shared Lane Traffic (%)
Lane Group Flow (vph) 48 472 0 6 500 0 0 20 0 0 130 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 1 2 1 2
Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 20 6 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings Existing AM
2: Jones Ave & Hole Ave 08/09/2024
Existing AM 10:57 am 07/03/2024 Baseline Synchro 11 Report

Page 2 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Prot NA Prot NA Split NA Split NA
Protected Phases 5 2 1 6 4 4 8 8
Permitted Phases
Detector Phase 5 2 1 6 4 4 8 8
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Minimum Split (s) 11.5 26.5 11.5 30.5 22.5 22.5 30.5 30.5 Total Split (s) 15.5 33.5 15.5 33.5 26.5 26.5 34.5 34.5 Total Split (%) 14.1% 30.5% 14.1% 30.5% 24.1% 24.1% 31.4% 31.4% Maximum Green (s) 11.0 29.0 11.0 29.0 22.0 22.0 30.0 30.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None None None None None
Walk Time (s) 7.0 7.0 10.0 10.0
Flash Dont Walk (s) 15.0 11.0 16.0 16.0
Pedestrian Calls (#/hr) 10 10 10 10
Act Effct Green (s) 11.0 21.0 10.5 18.6 10.5 12.9
Actuated g/C Ratio 0.28 0.54 0.27 0.48 0.27 0.33
v/c Ratio 0.10 0.25 0.01 0.30 0.04 0.22
Control Delay 22.4 10.7 25.8 13.7 0.1 11.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 22.4 10.7 25.8 13.7 0.1 11.4

LOS C B C B A B
Approach Delay 11.8 13.8 0.1 11.4
Approach LOS B B A B
Intersection Summary
Area Type: Other
Cycle Length: 110
Actuated Cycle Length: 39.1
Natural Cycle: 95
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.30
Intersection Signal Delay: 12.4 Intersection LOS: B
Intersection Capacity Utilization 39.0% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 2: Jones Ave & Hole Ave

Mikasa Multi-Family
Traffic Impact Analysis

Appendix E - RTA Route 12 Details
60 | RTA RIDE GUIDE - May 12, 2024 | RIVERSIDETRANSIT.COM | RTABUS.COM

GARNER RD

ALAMO ST

RIVERA ST

MARKET ST

ARLINGTON AVE

CALIFORNIA AVE

HARRISON ST

WELLS AVE

LA SIERRA AVE

MAGNOLIA AVE

MAGNOLIA

JURUPA AVE

STREETER AVE

ELIZABETH ST

MAIN ST

ORANGE ST

COLUMBIA

CENTER ST

ORANGELEMON
STEPHENS AVE »

W LA CADENA
UNIV. AVE
10TH ST

OLIVEWOOD AVE
14TH ST
Janet
Goeske Ctr.

Ramona
H.S.

Juvenile
Hall
Kaiser
Hospital
Salvation
Army
Riverside
County
Administrative
Center
Riverside
Hall of Justice
Fox
Theater
Ruth Lewis
Community
Center/Reid Park
CASA
RiversideCounty
Mental
Health
La Sierra
University

COUNTYFARM RD

RUSSELL ST

PRIMER ST

INTERCHANGE
1ST ST

RIVERSIDE

CITY COLLEGE

LA CADENA & INTERCHANGE - DOWNTOWN
RIVERSIDE - CORONA HILLS PLAZA12

PIERCE ST

MT HUMPHRIES

TYLER ST

RIVERWALK
PKWY

HOLE AVE
Routing and timetables
subject to change.

Rutas y horarios son
sujetos a cambios.

T
T
T
T

RIVERSIDE
CORONA
3 4
6 8
9 1
2 91
91 60

GALLERIA AT TYLER
1•10•12•13•14•15•21•27•200
Boarding diagram pg 27

MAGNOLIA
& ELIZABETH
1•12•13•14•15•20
COUNTY

ADMINISTRATION
CENTER
10•12•13•200
7E
5E5W
7W

MCKINLEY &

PROMENADE
12•CORONA CRUISER BLUE

VAN BUREN &

CALIFORNIA
12•21

STREETER &

ARLINGTON
12•15
ORANGE
& 10TH
10•12•13
PromenadePark

MCKINLEY ST
RICHEY
« PROMENADE/COLLETT
1 Time and/or Transfer Point
Alternate Routing
Transfer Point
Legend | Map not to scale
T

MARKET & UNIVERSITY
1•12•13•14•15•29•49•204

BROCKTON AVE
UPDATED: 23-0409 | RTA CUSTOMER INFORMATION CENTER 951.565.5002 | 61 12 EASTBOUND TO LA CADENA & INTERCHANGE | WEEKDAYS
A.M. times are in PLAIN, P.M. times are in BOLD | Times are approximate * Trip will end service at Primer and Columbia bus stop.

PROMENADE
& MCKINLEY

PIERCE &

LA SIERRA

GALLERIA

AT TYLER

ARLINGTON
& STREETER

JURUPA &

MAGNOLIA

OLIVEWOOD
& RCC

UNIVERSITY
& MARKET
MAIN &
GARNER

LA CADENA &

INTERCHANGE
1 2 3 4 5E 6 7E 8 9
5:05 5:16 5:23 5:36 5:44 5:49 5:59 — 6:17
5:55 6:06 6:13 6:26 6:34 6:39 6:49 7:02 7:13
7:00 7:11 7:20 7:34 7:44 7:49 7:59 — 8:23
8:01 8:13 8:21 8:35 8:43 8:48 8:58 — 9:21
9:01 9:13 9:21 9:35 9:43 9:48 9:58 — 10:22
10:01 10:13 10:21 10:36 10:46 10:51 11:01 — 11:26
11:01 11:13 11:22 11:37 11:50 11:55 12:05 — 12:31
12:04 12:16 12:25 12:41 12:54 12:59 1:09 — 1:37
1:09 1:21 1:30 1:46 1:59 2:04 2:14 — 2:40
2:14 2:26 2:35 2:52 3:06 3:11 3:21 3:34 3:45
3:20 3:33 3:42 3:59 4:09 4:14 4:24 — 4:55
4:28 4:40 4:49 5:06 5:16 5:21 5:31 — 5:59
5:32 5:44 5:53 6:09 6:19 6:24 6:34 — 7:02
6:39 6:51 7:00 7:16 7:25 7:29 7:39 — 8:02
7:42 7:54 8:03 8:19 8:28 8:32 8:42 — 9:01
8:41 8:53 9:02 9:18 9:27 9:31 9:41 — 10:00
9:42 9:54 10:03 10:19 10:28 10:32 10:42 — 11:01*
62 | RTA RIDE GUIDE - May 12, 2024 | RIVERSIDETRANSIT.COM | RTABUS.COM 12 WESTBOUND TO CORONA HILLS PLAZA | WEEKDAYS
A.M. times are in PLAIN, P.M. times are in BOLD | Times are approximate

LA CADENA &

INTERCHANGE
ORANGE
& 10TH

OLIVEWOOD
& RCC

JURUPA &

BROCKTON

ARLINGTON
& STREETER

GALLERIA AT
TYLER

PIERCE &

LA SIERRA

PROMENADE
& MCKINLEY
9 7W 6 5W 4 3 2 1
5:35 5:51 5:55 6:00 6:07 6:20 6:27 6:47
The 5:35 a.m. trip will start service at the first stop on Orange St. north of Columbia Ave. at approximately 5:30 a.m.
6:33 6:49 6:53 6:56 7:05 7:18 7:25 7:45
7:23 7:40 7:45 7:46 7:59 8:12 8:18 8:38
8:33 8:51 8:56 9:00 9:10 9:24 9:31 9:51
9:31 9:49 9:54 9:58 10:08 10:23 10:31 10:51
10:32 10:50 10:55 10:59 11:09 11:25 11:34 11:54
11:36 11:54 11:59 12:03 12:13 12:30 12:39 12:59
12:41 12:59 1:04 1:08 1:18 1:35 1:44 2:04
1:47 2:05 2:10 2:14 2:24 2:41 2:50 3:10
2:50 3:11 3:16 3:17 3:30 3:49 3:58 4:18
3:58 4:17 4:22 4:25 4:36 4:53 5:02 5:22
5:05 5:23 5:29 5:32 5:43 6:00 6:09 6:29
6:09 6:27 6:32 6:36 6:46 7:03 7:12 7:32
7:12 7:29 7:34 7:37 7:47 8:02 8:10 8:30
8:12 8:28 8:33 8:36 8:46 9:01 9:09 9:29
UPDATED: 23-0409 | RTA CUSTOMER INFORMATION CENTER 951.565.5002 | 63 12 EASTBOUND TO LA CADENA & INTERCHANGE | WEEKENDS
A.M. times are in PLAIN, P.M. times are in BOLD | Times are approximate * Trip will end service at Primer & Columbia bus stop.
12 WESTBOUND TO CORONA HILLS PLAZA | WEEKENDS
A.M. times are in PLAIN, P.M. times are in BOLD | Times are approximate

PROMENADE
& MCKINLEY

PIERCE &

LA SIERRA

GALLERIA

AT TYLER

ARLINGTON
& STREETER

JURUPA &

MAGNOLIA

OLIVEWOOD
& RCC

UNIVERSITY
& MARKET

LA CADENA &

INTERCHANGE
1 2 3 4 5E 6 7E 9
6:27 6:41 6:48 7:01 7:10 7:14 7:24 7:43
7:24 7:38 7:45 7:58 8:07 8:11 8:21 8:40
8:17 8:31 8:38 8:52 9:02 9:06 9:16 9:35
9:18 9:32 9:39 9:53 10:06 10:10 10:20 10:39
10:20 10:35 10:43 10:57 11:07 11:11 11:21 11:42
11:20 11:35 11:43 11:57 12:07 12:11 12:21 12:42
12:22 12:37 12:46 1:02 1:16 1:20 1:30 1:51
1:25 1:40 1:49 2:05 2:19 2:23 2:33 2:54
2:28 2:43 2:52 3:08 3:19 3:23 3:33 3:54
3:32 3:47 3:56 4:12 4:23 4:27 4:37 4:58
4:35 4:50 4:59 5:15 5:26 5:30 5:40 6:01
5:36 5:51 5:59 6:15 6:26 6:30 6:40 7:01
6:40 6:55 7:03 7:19 7:28 7:32 7:42 8:03*

LA CADENA &

INTERCHANGE
ORANGE
& 10TH

OLIVEWOOD
& RCC

JURUPA &

BROCKTON

ARLINGTON
& STREETER

GALLERIA AT
TYLER

PIERCE &

LA SIERRA

PROMENADE
& MCKINLEY
9 7W 6 5W 4 3 2 1
6:49 7:02 7:07 7:14 7:19 7:34 7:40 7:57
The 6:49 a.m. trip will start service at the first stop on Orange St. north of Columbia Ave. at approximately 6:40 a.m.
7:53 8:08 8:13 8:17 8:27 8:42 8:49 9:06
8:50 9:10 9:15 9:19 9:29 9:46 9:53 10:10
9:50 10:10 10:15 10:19 10:29 10:46 10:53 11:10
10:49 11:08 11:13 11:17 11:29 11:47 11:54 12:12
11:52 12:11 12:16 12:20 12:32 12:50 12:57 1:15
12:52 1:11 1:16 1:20 1:32 1:53 2:00 2:18
2:01 2:18 2:23 2:27 2:39 2:57 3:04 3:22
3:04 3:21 3:26 3:30 3:42 4:00 4:07 4:25
4:04 4:21 4:26 4:30 4:42 5:00 5:08 5:26
5:08 5:25 5:30 5:34 5:46 6:04 6:12 6:30
6:11 6:28 6:33 6:37 6:49 7:07 7:15 7:33
7:11 7:26 7:31 7:35 7:47 8:02 8:10 8:28
Mikasa Multi-Family
Traffic Impact Analysis

Appendix F - LOS Calculation Worksheets –
Existing Conditions
HCM 6th TWSC Existing AM
1: Hole Ave & Hedrick Ave 08/09/2024
Existing AM 10:57 am 07/03/2024 Baseline Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 27 393 402 20 31 20
Future Vol, veh/h 27 393 402 20 31 20
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 20 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 32 462 473 24 36 24

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 497 0 - 0 780 249
Stage 1 - - - - 485 -
Stage 2 - - - - 295 -
Critical Hdwy 4.16 - - - 6.86 6.96
Critical Hdwy Stg 1 - - - - 5.86 -
Critical Hdwy Stg 2 - - - - 5.86 -
Follow-up Hdwy 2.23 - - - 3.53 3.33
Pot Cap-1 Maneuver 1056 - - - 330 748
Stage 1 - - - - 582 -
Stage 2 - - - - 727 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1056 - - - 320 748
Mov Cap-2 Maneuver - - - - 432 -
Stage 1 - - - - 565 -
Stage 2 - - - - 727 -

Approach EB WB SB
HCM Control Delay, s 0.5 0 12.9

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1056 - - - 518
HCM Lane V/C Ratio 0.03 - - - 0.116
HCM Control Delay (s) 8.5 - - - 12.9
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.4
HCM 6th Signalized Intersection Summary Existing AM
2: Jones Ave & Hole Ave 08/09/2024
Existing AM 10:57 am 07/03/2024 Baseline Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 382 0 5 390 15 5 0 11 46 1 58 Future Volume (veh/h) 39 382 0 5 390 15 5 0 11 46 1 58
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 48 472 0 6 481 19 6 0 14 57 1 72
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 131 1112 0 20 874 34 17 0 40 106 2 134
Arrive On Green 0.07 0.32 0.00 0.01 0.25 0.25 0.04 0.00 0.04 0.15 0.15 0.15 Sat Flow, veh/h 1767 3618 0 1767 3453 136 487 0 1136 724 13 915 Grp Volume(v), veh/h 48 472 0 6 245 255 20 0 0 130 0 0
Grp Sat Flow(s),veh/h/ln 1767 1763 0 1767 1763 1827 1623 0 0 1651 0 0 Q Serve(g_s), s 0.9 3.9 0.0 0.1 4.4 4.4 0.4 0.0 0.0 2.7 0.0 0.0 Cycle Q Clear(g_c), s 0.9 3.9 0.0 0.1 4.4 4.4 0.4 0.0 0.0 2.7 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.07 0.30 0.70 0.44 0.55
Lane Grp Cap(c), veh/h 131 1112 0 20 446 462 57 0 0 241 0 0 V/C Ratio(X) 0.37 0.42 0.00 0.30 0.55 0.55 0.35 0.00 0.00 0.54 0.00 0.00 Avail Cap(c_a), veh/h 531 2794 0 531 1397 1447 975 0 0 1354 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 16.1 9.9 0.0 17.9 11.9 11.9 17.2 0.0 0.0 14.5 0.0 0.0 Incr Delay (d2), s/veh 1.7 0.3 0.0 8.1 1.1 1.0 3.6 0.0 0.0 1.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.0 0.0 0.1 1.3 1.4 0.2 0.0 0.0 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.9 10.2 0.0 26.1 12.9 12.9 20.9 0.0 0.0 16.3 0.0 0.0 LnGrp LOS B B A C B B C A A B A A
Approach Vol, veh/h 520 506 20 130
Approach Delay, s/veh 10.9 13.1 20.9 16.3
Approach LOS B B C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.9 16.0 5.8 7.2 13.8 9.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.0 29.0 22.0 11.0 29.0 30.0 Max Q Clear Time (g_c+I1), s 2.1 5.9 2.4 2.9 6.4 4.7
Green Ext Time (p_c), s 0.0 2.9 0.0 0.0 2.7 0.8
Intersection Summary
HCM 6th Ctrl Delay 12.6
HCM 6th LOS B
HCM 6th AWSC Existing AM
3: Jones Ave & Project Driveway #1/Cook Ave 08/09/2024
Existing AM 10:57 am 07/03/2024 Baseline Synchro 11 Report

Page 3 ends

Intersection
Intersection Delay, s/veh 8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 28 0 3 4 22 24 8 54 1
Future Vol, veh/h 0 0 0 28 0 3 4 22 24 8 54 1
Peak Hour Factor 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 56 0 6 8 44 48 16 108 2
Number of Lanes 0 1 0 0 1 1 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 1
HCM Control Delay 0 8.6 7.5 8

HCM LOS - A A A

Lane NBLn1 EBLn1WBLn1WBLn2 SBLn1
Vol Left, % 8% 0% 100% 0% 13%
Vol Thru, % 44% 100% 0% 0% 86%
Vol Right, % 48% 0% 0% 100% 2%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 50 0 28 3 63
LT Vol 4 0 28 0 8
Through Vol 22 0 0 0 54
RT Vol 24 0 0 3 1
Lane Flow Rate 100 0 56 6 126
Geometry Grp 2 5 7 7 2
Degree of Util (X) 0.111 0 0.086 0.007 0.145
Departure Headway (Hd) 3.983 4.627 5.545 4.34 4.15
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 905 0 650 830 850
Service Time 1.985 2.634 3.245 2.04 2.244
HCM Lane V/C Ratio 0.11 0 0.086 0.007 0.148
HCM Control Delay 7.5 7.6 8.8 7.1 8
HCM Lane LOS A N A A A
HCM 95th-tile Q 0.4 0 0.3 0 0.5
HCM 6th TWSC Existing AM
4: Hedrick Ave & Project Driveway #2 08/09/2024
Existing AM 10:57 am 07/03/2024 Baseline Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 47 0 0 51
Future Vol, veh/h 0 0 47 0 0 51
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 0 51 0 0 55

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 106 51 0 0 51 0
Stage 1 51 - - - - -
Stage 2 55 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 889 1014 - - 1549 -
Stage 1 969 - - - - -
Stage 2 965 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 889 1014 - - 1549 -
Mov Cap-2 Maneuver 889 - - - - -
Stage 1 969 - - - - -
Stage 2 965 - - - - -

Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 1549 -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
HCM 6th TWSC Existing PM
1: Hole Ave & Hedrick Ave 08/09/2024
Existing PM 10:14 am 07/16/2024 Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 42 515 571 17 17 17
Future Vol, veh/h 42 515 571 17 17 17
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 20 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 49 606 672 20 20 20

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 692 0 - 0 1083 346
Stage 1 - - - - 682 -
Stage 2 - - - - 401 -
Critical Hdwy 4.16 - - - 6.86 6.96
Critical Hdwy Stg 1 - - - - 5.86 -
Critical Hdwy Stg 2 - - - - 5.86 -
Follow-up Hdwy 2.23 - - - 3.53 3.33
Pot Cap-1 Maneuver 892 - - - 210 647
Stage 1 - - - - 461 -
Stage 2 - - - - 642 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 892 - - - 198 647
Mov Cap-2 Maneuver - - - - 322 -
Stage 1 - - - - 436 -
Stage 2 - - - - 642 -

Approach EB WB SB
HCM Control Delay, s 0.7 0 14.2

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 892 - - - 430
HCM Lane V/C Ratio 0.055 - - - 0.093
HCM Control Delay (s) 9.3 - - - 14.2
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.2 - - - 0.3
HCM 6th Signalized Intersection Summary Existing PM
2: Jones Ave & Hole Ave 08/09/2024
Existing PM 10:14 am 07/16/2024 Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 500 8 4 599 34 5 6 7 35 10 30 Future Volume (veh/h) 44 500 8 4 599 34 5 6 7 35 10 30
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 50 568 9 5 681 39 6 7 8 40 11 34
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 132 1388 22 17 1101 63 18 21 24 89 25 76
Arrive On Green 0.07 0.39 0.39 0.01 0.33 0.33 0.04 0.04 0.04 0.11 0.11 0.11 Sat Flow, veh/h 1767 3552 56 1767 3383 194 486 568 649 791 218 673 Grp Volume(v), veh/h 50 282 295 5 355 365 21 0 0 85 0 0 Grp Sat Flow(s),veh/h/ln 1767 1763 1845 1767 1763 1814 1702 0 0 1681 0 0 Q Serve(g_s), s 1.1 4.6 4.6 0.1 6.8 6.8 0.5 0.0 0.0 1.9 0.0 0.0 Cycle Q Clear(g_c), s 1.1 4.6 4.6 0.1 6.8 6.8 0.5 0.0 0.0 1.9 0.0 0.0 Prop In Lane 1.00 0.03 1.00 0.11 0.29 0.38 0.47 0.40
Lane Grp Cap(c), veh/h 132 689 721 17 574 590 62 0 0 190 0 0 V/C Ratio(X) 0.38 0.41 0.41 0.30 0.62 0.62 0.34 0.00 0.00 0.45 0.00 0.00 Avail Cap(c_a), veh/h 486 1279 1339 486 1279 1316 937 0 0 1262 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 17.6 8.8 8.8 19.7 11.4 11.4 18.8 0.0 0.0 16.6 0.0 0.0 Incr Delay (d2), s/veh 1.8 0.4 0.4 9.6 1.1 1.1 3.2 0.0 0.0 1.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.2 1.3 0.1 2.0 2.1 0.2 0.0 0.0 0.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.4 9.2 9.2 29.3 12.5 12.4 22.0 0.0 0.0 18.2 0.0 0.0 LnGrp LOS B A A C B B C A A B A A
Approach Vol, veh/h 627 725 21 85
Approach Delay, s/veh 10.0 12.6 22.0 18.2
Approach LOS B B C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.9 20.1 6.0 7.5 17.5 9.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.0 29.0 22.0 11.0 29.0 30.0 Max Q Clear Time (g_c+I1), s 2.1 6.6 2.5 3.1 8.8 3.9
Green Ext Time (p_c), s 0.0 3.2 0.0 0.0 4.1 0.4
Intersection Summary
HCM 6th Ctrl Delay 11.9
HCM 6th LOS B
HCM 6th AWSC Existing PM
3: Jones Ave & Project Driveway #1/Cook Ave 08/09/2024
Existing PM 10:14 am 07/16/2024 Synchro 11 Report

Page 3 ends

Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 20 0 8 14 36 26 4 45 0
Future Vol, veh/h 0 0 0 20 0 8 14 36 26 4 45 0
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 30 0 12 21 54 39 6 67 0
Number of Lanes 0 1 0 0 1 1 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 1
HCM Control Delay 0 8 7.5 7.6

HCM LOS - A A A

Lane NBLn1 EBLn1WBLn1WBLn2 SBLn1
Vol Left, % 18% 0% 100% 0% 8%
Vol Thru, % 47% 100% 0% 0% 92%
Vol Right, % 34% 0% 0% 100% 0%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 76 0 20 8 49
LT Vol 14 0 20 0 4
Through Vol 36 0 0 0 45
RT Vol 26 0 0 8 0
Lane Flow Rate 113 0 30 12 73
Geometry Grp 2 5 7 7 2
Degree of Util (X) 0.123 0 0.045 0.014 0.084
Departure Headway (Hd) 3.911 4.408 5.374 4.171 4.127
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 909 0 661 848 861
Service Time 1.968 2.507 3.152 1.948 2.187
HCM Lane V/C Ratio 0.124 0 0.045 0.014 0.085
HCM Control Delay 7.5 7.5 8.4 7 7.6
HCM Lane LOS A N A A A
HCM 95th-tile Q 0.4 0 0.1 0 0.3
HCM 6th TWSC Existing PM
4: Hedrick Ave & Project Driveway #2 08/09/2024
Existing PM 10:14 am 07/16/2024 Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 59 0 0 34
Future Vol, veh/h 0 0 59 0 0 34
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 0 64 0 0 37

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 101 64 0 0 64 0
Stage 1 64 - - - - -
Stage 2 37 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 895 998 - - 1532 -
Stage 1 956 - - - - -
Stage 2 983 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 895 998 - - 1532 -
Mov Cap-2 Maneuver 895 - - - - -
Stage 1 956 - - - - -
Stage 2 983 - - - - -

Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 1532 -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
Mikasa Multi-Family
Traffic Impact Analysis

Appendix G - 2045 Cumulative Projects
Information
Mikasa Trip Distribution
Graphics
4663 Hedrick Ave -
40%
40%
80%
20%
3907 Polk Street
80%
20%
10%
10%
10%
4046 Tyler Street
70%
30%
50%
50%
100%
30% 100%
20%
10%
30%
11124 Pierce Street
30%
40%
10%
20%
10660 Magnolia Ave
20%
10%
10%
50%
30%
Wells Ave and
Hedrick Ave
20%
80%
30%
30%
40%
10%
4824 Jones Ave
40%
10%40%
10%
10%
4920-4980 La Sierra Ave
30%
11253 Pierce St
30%
4631 Tyler St
80%10%
10%
10%
10750 Cochran Ave – No Trips
3907 Polk St
(57 DU Development)
80%
20%
10%
10%
10%
4790 La Sierra
20%
20%
4663 Hedrick Ave
(90 Unit Project)
40%
80%
40%
4698 Jones Ave
40%
80%
40%
11159 Doverwood Dr (no trips)
11099 Hole Ave
30%
5033 La Sierra Avenue
30%
4745 Hiers Ave
40%
10525 Hole Ave
80%
40%
20%
10%
40%
30%
5189 La Sierra Ave
30%
10762 Wells Ave
40%
80%
20%
70%
10%
30%
4824 Jones Ave – No trips generated
10450 Mull Ave
30%
10%
50%
10%
10%
70%
4350 La Sierra Ave
Based on replica and google maps
routing, no trip percentage is
routed through the project study
area
4682 Mitchell Ave
40%
40%
20%
80%
5301 La Sierra Ave
80%
30%
4820 La Sierra
30%
3856 La Sierra
70%
30%
20%
10%
4103 Tyler St
20%
10%
10000 County Farm Road
20%
10%
10%
80%
20%
Mikasa Multi-Family
Traffic Impact Analysis

Appendix H - LOS Calculation Worksheets – 2027
Background without Project Conditions
HCM 6th TWSC Background AM
1: Hole Ave & Hedrick Ave 08/09/2024
Background AM 12:48 pm 07/25/2024 Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 1.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 31 542 532 23 43 31
Future Vol, veh/h 31 542 532 23 43 31
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 20 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 36 638 626 27 51 36

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 653 0 - 0 1031 327
Stage 1 - - - - 640 -
Stage 2 - - - - 391 -
Critical Hdwy 4.16 - - - 6.86 6.96
Critical Hdwy Stg 1 - - - - 5.86 -
Critical Hdwy Stg 2 - - - - 5.86 -
Follow-up Hdwy 2.23 - - - 3.53 3.33
Pot Cap-1 Maneuver 923 - - - 227 666
Stage 1 - - - - 484 -
Stage 2 - - - - 650 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 923 - - - 218 666
Mov Cap-2 Maneuver - - - - 342 -
Stage 1 - - - - 465 -
Stage 2 - - - - 650 -

Approach EB WB SB
HCM Control Delay, s 0.5 0 15.5

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 923 - - - 430
HCM Lane V/C Ratio 0.04 - - - 0.202
HCM Control Delay (s) 9.1 - - - 15.5
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0.1 - - - 0.7
HCM 6th Signalized Intersection Summary Background AM
2: Jones Ave & Hole Ave 08/09/2024
Background AM 12:48 pm 07/25/2024 Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 42 539 0 5 510 18 5 0 11 55 1 68 Future Volume (veh/h) 42 539 0 5 510 18 5 0 11 55 1 68
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 52 665 0 6 630 22 6 0 14 68 1 84
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 135 1279 0 20 1033 36 17 0 40 108 2 134
Arrive On Green 0.08 0.36 0.00 0.01 0.30 0.30 0.03 0.00 0.03 0.15 0.15 0.15 Sat Flow, veh/h 1767 3618 0 1767 3472 121 487 0 1135 734 11 907 Grp Volume(v), veh/h 52 665 0 6 320 332 20 0 0 153 0 0
Grp Sat Flow(s),veh/h/ln 1767 1763 0 1767 1763 1830 1622 0 0 1652 0 0 Q Serve(g_s), s 1.1 6.0 0.0 0.1 6.3 6.3 0.5 0.0 0.0 3.5 0.0 0.0 Cycle Q Clear(g_c), s 1.1 6.0 0.0 0.1 6.3 6.3 0.5 0.0 0.0 3.5 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.07 0.30 0.70 0.44 0.55
Lane Grp Cap(c), veh/h 135 1279 0 20 525 545 56 0 0 244 0 0 V/C Ratio(X) 0.38 0.52 0.00 0.30 0.61 0.61 0.35 0.00 0.00 0.63 0.00 0.00 Avail Cap(c_a), veh/h 479 2520 0 479 1260 1308 879 0 0 1221 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 17.8 10.2 0.0 19.9 12.2 12.2 19.1 0.0 0.0 16.3 0.0 0.0 Incr Delay (d2), s/veh 1.8 0.3 0.0 8.2 1.1 1.1 3.7 0.0 0.0 2.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.6 0.0 0.1 2.0 2.0 0.2 0.0 0.0 1.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.6 10.5 0.0 28.1 13.4 13.3 22.9 0.0 0.0 18.9 0.0 0.0 LnGrp LOS B B A C B B C A A B A A
Approach Vol, veh/h 717 658 20 153
Approach Delay, s/veh 11.1 13.5 22.9 18.9
Approach LOS B B C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 19.2 5.9 7.6 16.6 10.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.0 29.0 22.0 11.0 29.0 30.0 Max Q Clear Time (g_c+I1), s 2.1 8.0 2.5 3.1 8.3 5.5
Green Ext Time (p_c), s 0.0 4.2 0.0 0.0 3.7 0.9
Intersection Summary
HCM 6th Ctrl Delay 13.1
HCM 6th LOS B
HCM 6th AWSC Background AM
3: Jones Ave & Project Driveway #1/Cook Ave 08/09/2024
Background AM 12:48 pm 07/25/2024 Synchro 11 Report

Page 3 ends

Intersection
Intersection Delay, s/veh 8.1
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 28 0 3 4 28 24 8 73 1
Future Vol, veh/h 0 0 0 28 0 3 4 28 24 8 73 1
Peak Hour Factor 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 56 0 6 8 56 48 16 146 2
Number of Lanes 0 1 0 0 1 1 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 1
HCM Control Delay 0 8.7 7.6 8.3

HCM LOS - A A A

Lane NBLn1 EBLn1WBLn1WBLn2 SBLn1
Vol Left, % 7% 0% 100% 0% 10%
Vol Thru, % 50% 100% 0% 0% 89%
Vol Right, % 43% 0% 0% 100% 1%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 56 0 28 3 82
LT Vol 4 0 28 0 8
Through Vol 28 0 0 0 73
RT Vol 24 0 0 3 1
Lane Flow Rate 112 0 56 6 164
Geometry Grp 2 5 7 7 2
Degree of Util (X) 0.126 0 0.088 0.007 0.194
Departure Headway (Hd) 4.053 4.742 5.65 4.444 4.257
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 888 0 636 807 848
Service Time 2.061 2.76 3.365 2.159 2.257
HCM Lane V/C Ratio 0.126 0 0.088 0.007 0.193
HCM Control Delay 7.6 7.8 8.9 7.2 8.3
HCM Lane LOS A N A A A
HCM 95th-tile Q 0.4 0 0.3 0 0.7
HCM 6th TWSC Background AM
4: Hedrick Ave & Project Driveway #2 08/09/2024
Background AM 12:48 pm 07/25/2024 Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 54 0 0 74
Future Vol, veh/h 0 0 54 0 0 74
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 0 59 0 0 80

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 139 59 0 0 59 0
Stage 1 59 - - - - -
Stage 2 80 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 852 1004 - - 1538 -
Stage 1 961 - - - - -
Stage 2 941 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 852 1004 - - 1538 -
Mov Cap-2 Maneuver 852 - - - - -
Stage 1 961 - - - - -
Stage 2 941 - - - - -

Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 1538 -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
HCM 6th TWSC Background PM
1: Hole Ave & Hedrick Ave 08/09/2024
Background PM 12:56 pm 07/25/2024 Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 51 668 736 25 24 25
Future Vol, veh/h 51 668 736 25 24 25
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 20 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 60 786 866 29 28 29

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 895 0 - 0 1394 448
Stage 1 - - - - 881 -
Stage 2 - - - - 513 -
Critical Hdwy 4.16 - - - 6.86 6.96
Critical Hdwy Stg 1 - - - - 5.86 -
Critical Hdwy Stg 2 - - - - 5.86 -
Follow-up Hdwy 2.23 - - - 3.53 3.33
Pot Cap-1 Maneuver 748 - - - 131 555
Stage 1 - - - - 363 -
Stage 2 - - - - 563 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 748 - - - 121 555
Mov Cap-2 Maneuver - - - - 242 -
Stage 1 - - - - 334 -
Stage 2 - - - - 563 -

Approach EB WB SB
HCM Control Delay, s 0.7 0 17.7

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 748 - - - 340
HCM Lane V/C Ratio 0.08 - - - 0.17
HCM Control Delay (s) 10.2 - - - 17.7
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0.3 - - - 0.6
HCM 6th Signalized Intersection Summary Background PM
2: Jones Ave & Hole Ave 08/09/2024
Background PM 12:56 pm 07/25/2024 Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 649 8 4 777 42 5 6 7 40 10 36 Future Volume (veh/h) 53 649 8 4 777 42 5 6 7 40 10 36
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 60 738 9 5 883 48 6 7 8 45 11 41
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 144 1602 20 17 1279 70 17 20 23 89 22 81
Arrive On Green 0.08 0.45 0.45 0.01 0.38 0.38 0.04 0.04 0.04 0.11 0.11 0.11 Sat Flow, veh/h 1767 3567 43 1767 3394 185 486 567 648 777 190 708 Grp Volume(v), veh/h 60 365 382 5 459 472 21 0 0 97 0 0 Grp Sat Flow(s),veh/h/ln 1767 1763 1848 1767 1763 1816 1701 0 0 1675 0 0 Q Serve(g_s), s 1.5 6.6 6.6 0.1 10.1 10.1 0.6 0.0 0.0 2.5 0.0 0.0 Cycle Q Clear(g_c), s 1.5 6.6 6.6 0.1 10.1 10.1 0.6 0.0 0.0 2.5 0.0 0.0 Prop In Lane 1.00 0.02 1.00 0.10 0.29 0.38 0.46 0.42
Lane Grp Cap(c), veh/h 144 792 830 17 664 685 61 0 0 191 0 0 V/C Ratio(X) 0.42 0.46 0.46 0.30 0.69 0.69 0.34 0.00 0.00 0.51 0.00 0.00 Avail Cap(c_a), veh/h 423 1112 1166 423 1112 1146 814 0 0 1093 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 20.1 8.8 8.8 22.6 12.1 12.1 21.6 0.0 0.0 19.1 0.0 0.0 Incr Delay (d2), s/veh 1.9 0.4 0.4 9.7 1.3 1.3 3.3 0.0 0.0 2.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.8 1.9 0.1 3.1 3.2 0.3 0.0 0.0 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 9.2 9.2 32.3 13.3 13.3 25.0 0.0 0.0 21.2 0.0 0.0 LnGrp LOS C A A C B B C A A C A A
Approach Vol, veh/h 807 936 21 97
Approach Delay, s/veh 10.2 13.4 25.0 21.2
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.9 25.1 6.1 8.2 21.8 9.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.0 29.0 22.0 11.0 29.0 30.0 Max Q Clear Time (g_c+I1), s 2.1 8.6 2.6 3.5 12.1 4.5
Green Ext Time (p_c), s 0.0 4.3 0.0 0.1 5.2 0.5
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
HCM 6th AWSC Background PM
3: Jones Ave & Project Driveway #1/Cook Ave 08/09/2024
Background PM 12:56 pm 07/25/2024 Synchro 11 Report

Page 3 ends

Intersection
Intersection Delay, s/veh 7.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 20 0 8 14 53 26 4 56 0
Future Vol, veh/h 0 0 0 20 0 8 14 53 26 4 56 0
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 30 0 12 21 79 39 6 84 0
Number of Lanes 0 1 0 0 1 1 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 1
HCM Control Delay 0 8.1 7.7 7.7

HCM LOS - A A A

Lane NBLn1 EBLn1WBLn1WBLn2 SBLn1
Vol Left, % 15% 0% 100% 0% 7%
Vol Thru, % 57% 100% 0% 0% 93%
Vol Right, % 28% 0% 0% 100% 0%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 93 0 20 8 60
LT Vol 14 0 20 0 4
Through Vol 53 0 0 0 56
RT Vol 26 0 0 8 0
Lane Flow Rate 139 0 30 12 90
Geometry Grp 2 5 7 7 2
Degree of Util (X) 0.152 0 0.045 0.014 0.103
Departure Headway (Hd) 3.955 4.599 5.444 4.241 4.142
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 898 0 650 830 857
Service Time 2.015 2.599 3.243 2.038 2.209
HCM Lane V/C Ratio 0.155 0 0.046 0.014 0.105
HCM Control Delay 7.7 7.6 8.5 7.1 7.7
HCM Lane LOS A N A A A
HCM 95th-tile Q 0.5 0 0.1 0 0.3
HCM 6th TWSC Background PM
4: Hedrick Ave & Project Driveway #2 08/09/2024
Background PM 12:56 pm 07/25/2024 Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 79 0 0 48
Future Vol, veh/h 0 0 79 0 0 48
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 0 86 0 0 52

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 138 86 0 0 86 0
Stage 1 86 - - - - -
Stage 2 52 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 853 970 - - 1504 -
Stage 1 935 - - - - -
Stage 2 968 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 853 970 - - 1504 -
Mov Cap-2 Maneuver 853 - - - - -
Stage 1 935 - - - - -
Stage 2 968 - - - - -

Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 1504 -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
Mikasa Multi-Family
Traffic Impact Analysis

Appendix I - LOS Calculation Worksheets – 2027
Background with Project Conditions
HCM 6th TWSC Background + Project AM
1: Hole Ave & Hedrick Ave 08/09/2024
Background +P AM 12:59 pm 07/25/2024 Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 1.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 35 542 532 23 43 44
Future Vol, veh/h 35 542 532 23 43 44
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 20 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 41 638 626 27 56 57

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 653 0 - 0 1041 327
Stage 1 - - - - 640 -
Stage 2 - - - - 401 -
Critical Hdwy 4.16 - - - 6.86 6.96
Critical Hdwy Stg 1 - - - - 5.86 -
Critical Hdwy Stg 2 - - - - 5.86 -
Follow-up Hdwy 2.23 - - - 3.53 3.33
Pot Cap-1 Maneuver 923 - - - 224 666
Stage 1 - - - - 484 -
Stage 2 - - - - 642 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 923 - - - 214 666
Mov Cap-2 Maneuver - - - - 339 -
Stage 1 - - - - 463 -
Stage 2 - - - - 642 -

Approach EB WB SB
HCM Control Delay, s 0.6 0 15.6

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 923 - - - 451
HCM Lane V/C Ratio 0.045 - - - 0.25
HCM Control Delay (s) 9.1 - - - 15.6
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0.1 - - - 1
HCM 6th Signalized Intersection Summary Background + Project AM 2: Jones Ave & Hole Ave 08/09/2024
Background +P AM 12:59 pm 07/25/2024 Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 42 539 0 5 510 25 5 0 11 76 1 68 Future Volume (veh/h) 42 539 0 5 510 25 5 0 11 76 1 68
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 52 665 0 6 630 31 6 0 14 94 1 84
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 134 1280 0 20 1019 50 17 0 39 139 1 124
Arrive On Green 0.08 0.36 0.00 0.01 0.30 0.30 0.03 0.00 0.03 0.16 0.16 0.16 Sat Flow, veh/h 1767 3618 0 1767 3415 168 487 0 1135 876 9 783 Grp Volume(v), veh/h 52 665 0 6 325 336 20 0 0 179 0 0
Grp Sat Flow(s),veh/h/ln 1767 1763 0 1767 1763 1820 1622 0 0 1668 0 0 Q Serve(g_s), s 1.2 6.2 0.0 0.1 6.6 6.6 0.5 0.0 0.0 4.2 0.0 0.0 Cycle Q Clear(g_c), s 1.2 6.2 0.0 0.1 6.6 6.6 0.5 0.0 0.0 4.2 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.09 0.30 0.70 0.53 0.47
Lane Grp Cap(c), veh/h 134 1280 0 20 526 543 56 0 0 265 0 0 V/C Ratio(X) 0.39 0.52 0.00 0.30 0.62 0.62 0.36 0.00 0.00 0.68 0.00 0.00 Avail Cap(c_a), veh/h 467 2455 0 467 1228 1267 857 0 0 1201 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 18.3 10.4 0.0 20.4 12.6 12.6 19.6 0.0 0.0 16.5 0.0 0.0 Incr Delay (d2), s/veh 1.8 0.3 0.0 8.2 1.2 1.2 3.8 0.0 0.0 3.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.7 0.0 0.1 2.1 2.1 0.2 0.0 0.0 1.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.1 10.7 0.0 28.6 13.8 13.7 23.4 0.0 0.0 19.5 0.0 0.0 LnGrp LOS C B A C B B C A A B A A
Approach Vol, veh/h 717 667 20 179
Approach Delay, s/veh 11.4 13.9 23.4 19.5
Approach LOS B B C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 19.6 5.9 7.7 16.9 11.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.0 29.0 22.0 11.0 29.0 30.0 Max Q Clear Time (g_c+I1), s 2.1 8.2 2.5 3.2 8.6 6.2
Green Ext Time (p_c), s 0.0 4.2 0.0 0.0 3.7 1.1
Intersection Summary
HCM 6th Ctrl Delay 13.5
HCM 6th LOS B
HCM 6th AWSC Background + Project AM
3: Jones Ave & Project Driveway #1/Cook Ave 08/09/2024
Background +P AM 12:59 pm 07/25/2024 Synchro 11 Report

Page 3 ends

Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 4 21 28 1 3 11 28 24 8 73 2
Future Vol, veh/h 4 4 21 28 1 3 11 28 24 8 73 2
Peak Hour Factor 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 8 8 42 56 2 6 22 56 48 16 146 4
Number of Lanes 0 1 0 0 1 1 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 1
HCM Control Delay 7.8 8.9 8 8.5

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1WBLn2 SBLn1
Vol Left, % 17% 14% 97% 0% 10%
Vol Thru, % 44% 14% 3% 0% 88%
Vol Right, % 38% 72% 0% 100% 2%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 63 29 29 3 83
LT Vol 11 4 28 0 8
Through Vol 28 4 1 0 73
RT Vol 24 21 0 3 2
Lane Flow Rate 126 58 58 6 166
Geometry Grp 2 5 7 7 2
Degree of Util (X) 0.149 0.071 0.093 0.008 0.203
Departure Headway (Hd) 4.251 4.39 5.742 4.551 4.401
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 845 816 625 787 817
Service Time 2.27 2.416 3.467 2.276 2.42
HCM Lane V/C Ratio 0.149 0.071 0.093 0.008 0.203
HCM Control Delay 8 7.8 9.1 7.3 8.5
HCM Lane LOS A A A A A
HCM 95th-tile Q 0.5 0.2 0.3 0 0.8
HCM 6th TWSC Background + Project AM
4: Hedrick Ave & Project Driveway #2 08/09/2024
Background +P AM 12:59 pm 07/25/2024 Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 0.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 13 0 54 4 0 74
Future Vol, veh/h 13 0 54 4 0 74
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 14 0 59 4 0 80

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 141 61 0 0 63 0
Stage 1 61 - - - - -
Stage 2 80 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 850 1001 - - 1533 -
Stage 1 959 - - - - -
Stage 2 941 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 850 1001 - - 1533 -
Mov Cap-2 Maneuver 850 - - - - -
Stage 1 959 - - - - -
Stage 2 941 - - - - -

Approach WB NB SB
HCM Control Delay, s 9.3 0 0

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 850 1533 -
HCM Lane V/C Ratio - - 0.017 - -
HCM Control Delay (s) - - 9.3 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 6th TWSC Background + Project PM
1: Hole Ave & Hedrick Ave 08/09/2024
Background +P PM 1:00 pm 07/25/2024 Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 1.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 64 668 736 25 24 32
Future Vol, veh/h 64 668 736 25 24 32
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 20 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 75 786 866 29 28 38

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 895 0 - 0 1424 448
Stage 1 - - - - 881 -
Stage 2 - - - - 543 -
Critical Hdwy 4.16 - - - 6.86 6.96
Critical Hdwy Stg 1 - - - - 5.86 -
Critical Hdwy Stg 2 - - - - 5.86 -
Follow-up Hdwy 2.23 - - - 3.53 3.33
Pot Cap-1 Maneuver 748 - - - 125 555
Stage 1 - - - - 363 -
Stage 2 - - - - 543 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 748 - - - 113 555
Mov Cap-2 Maneuver - - - - 234 -
Stage 1 - - - - 327 -
Stage 2 - - - - 543 -

Approach EB WB SB
HCM Control Delay, s 0.9 0 17.7

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 748 - - - 350
HCM Lane V/C Ratio 0.101 - - - 0.188
HCM Control Delay (s) 10.4 - - - 17.7
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0.3 - - - 0.7
HCM 6th Signalized Intersection Summary Background + Project PM 2: Jones Ave & Hole Ave 08/09/2024
Background +P PM 1:00 pm 07/25/2024 Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 649 8 4 777 63 5 6 7 52 10 36 Future Volume (veh/h) 53 649 8 4 777 63 5 6 7 52 10 36
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 60 738 9 5 883 72 6 7 8 59 11 41
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 143 1617 20 17 1258 103 17 20 23 107 20 74
Arrive On Green 0.08 0.45 0.45 0.01 0.38 0.38 0.04 0.04 0.04 0.12 0.12 0.12 Sat Flow, veh/h 1767 3567 43 1767 3292 268 486 567 648 896 167 623 Grp Volume(v), veh/h 60 365 382 5 473 482 21 0 0 111 0 0 Grp Sat Flow(s),veh/h/ln 1767 1763 1848 1767 1763 1798 1700 0 0 1686 0 0 Q Serve(g_s), s 1.5 6.7 6.7 0.1 10.7 10.7 0.6 0.0 0.0 2.9 0.0 0.0 Cycle Q Clear(g_c), s 1.5 6.7 6.7 0.1 10.7 10.7 0.6 0.0 0.0 2.9 0.0 0.0 Prop In Lane 1.00 0.02 1.00 0.15 0.29 0.38 0.53 0.37
Lane Grp Cap(c), veh/h 143 799 838 17 673 687 61 0 0 202 0 0 V/C Ratio(X) 0.42 0.46 0.46 0.30 0.70 0.70 0.35 0.00 0.00 0.55 0.00 0.00 Avail Cap(c_a), veh/h 412 1085 1137 412 1085 1106 794 0 0 1073 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 20.6 8.9 8.9 23.2 12.3 12.3 22.2 0.0 0.0 19.6 0.0 0.0 Incr Delay (d2), s/veh 2.0 0.4 0.4 9.8 1.3 1.3 3.3 0.0 0.0 2.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.8 1.9 0.1 3.3 3.4 0.3 0.0 0.0 1.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.6 9.3 9.3 32.9 13.6 13.6 25.5 0.0 0.0 21.9 0.0 0.0 LnGrp LOS C A A C B B C A A C A A
Approach Vol, veh/h 807 960 21 111
Approach Delay, s/veh 10.3 13.7 25.5 21.9
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.9 25.9 6.2 8.3 22.5 10.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.0 29.0 22.0 11.0 29.0 30.0 Max Q Clear Time (g_c+I1), s 2.1 8.7 2.6 3.5 12.7 4.9
Green Ext Time (p_c), s 0.0 4.3 0.0 0.1 5.3 0.6
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B
HCM 6th AWSC Background + Project PM
3: Jones Ave & Project Driveway #1/Cook Ave 08/09/2024
Background +P PM 1:00 pm 07/25/2024 Synchro 11 Report

Page 3 ends

Intersection
Intersection Delay, s/veh 8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 3 12 20 4 8 35 53 26 4 56 4
Future Vol, veh/h 3 3 12 20 4 8 35 53 26 4 56 4
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 4 4 18 30 6 12 52 79 39 6 84 6
Number of Lanes 0 1 0 0 1 1 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 1
HCM Control Delay 7.5 8.3 8.2 7.8

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1WBLn2 SBLn1
Vol Left, % 31% 17% 83% 0% 6%
Vol Thru, % 46% 17% 17% 0% 88%
Vol Right, % 23% 67% 0% 100% 6%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 114 18 24 8 64
LT Vol 35 3 20 0 4
Through Vol 53 3 4 0 56
RT Vol 26 12 0 8 4
Lane Flow Rate 170 27 36 12 96
Geometry Grp 2 5 7 7 2
Degree of Util (X) 0.193 0.032 0.056 0.015 0.114
Departure Headway (Hd) 4.077 4.333 5.578 4.455 4.285
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 866 830 645 807 841
Service Time 2.172 2.342 3.284 2.161 2.292
HCM Lane V/C Ratio 0.196 0.033 0.056 0.015 0.114
HCM Control Delay 8.2 7.5 8.6 7.2 7.8
HCM Lane LOS A A A A A
HCM 95th-tile Q 0.7 0.1 0.2 0 0.4
HCM 6th TWSC Background + Project PM
4: Hedrick Ave & Project Driveway #2 08/09/2024
Background +P PM 1:00 pm 07/25/2024 Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 0.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 7 0 79 13 0 48
Future Vol, veh/h 7 0 79 13 0 48
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 8 0 86 14 0 52

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 145 93 0 0 100 0
Stage 1 93 - - - - -
Stage 2 52 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 845 961 - - 1486 -
Stage 1 928 - - - - -
Stage 2 968 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 845 961 - - 1486 -
Mov Cap-2 Maneuver 845 - - - - -
Stage 1 928 - - - - -
Stage 2 968 - - - - -

Approach WB NB SB
HCM Control Delay, s 9.3 0 0

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 845 1486 -
HCM Lane V/C Ratio - - 0.009 - -
HCM Control Delay (s) - - 9.3 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
Mikasa Multi-Family
Traffic Impact Analysis

Appendix J - RIVCOM Excerpts

Mikasa Multi-Family
Traffic Impact Analysis

Appendix K - LOS Calculation Worksheets – 2045
Cumulative without Project Conditions
HCM 6th TWSC Cumulative AM
1: Hole Ave & Hedrick Ave 08/09/2024
Cumulative AM 1:01 pm 07/25/2024 Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 1.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 80 590 580 80 60 50
Future Vol, veh/h 80 590 580 80 60 50
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 20 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 84 621 611 84 63 53

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 695 0 - 0 1132 348
Stage 1 - - - - 653 -
Stage 2 - - - - 479 -
Critical Hdwy 4.16 - - - 6.86 6.96
Critical Hdwy Stg 1 - - - - 5.86 -
Critical Hdwy Stg 2 - - - - 5.86 -
Follow-up Hdwy 2.23 - - - 3.53 3.33
Pot Cap-1 Maneuver 890 - - - 195 645
Stage 1 - - - - 477 -
Stage 2 - - - - 586 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 890 - - - 177 645
Mov Cap-2 Maneuver - - - - 305 -
Stage 1 - - - - 432 -
Stage 2 - - - - 586 -

Approach EB WB SB
HCM Control Delay, s 1.1 0 17.6

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 890 - - - 401
HCM Lane V/C Ratio 0.095 - - - 0.289
HCM Control Delay (s) 9.5 - - - 17.6
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0.3 - - - 1.2
HCM 6th Signalized Intersection Summary Cumulative AM
2: Jones Ave & Hole Ave 08/09/2024
Cumulative AM 1:01 pm 07/25/2024 Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 590 0 60 570 70 10 0 20 60 10 70 Future Volume (veh/h) 80 590 0 60 570 70 10 0 20 60 10 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 84 621 0 63 600 74 11 0 21 63 11 74 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 180 1113 0 151 942 116 29 0 55 98 17 116
Arrive On Green 0.10 0.32 0.00 0.09 0.30 0.30 0.05 0.00 0.05 0.14 0.14 0.14 Sat Flow, veh/h 1767 3618 0 1767 3149 387 560 0 1070 709 124 833 Grp Volume(v), veh/h 84 621 0 63 335 339 32 0 0 148 0 0 Grp Sat Flow(s),veh/h/ln 1767 1763 0 1767 1763 1774 1630 0 0 1666 0 0 Q Serve(g_s), s 2.0 6.4 0.0 1.5 7.2 7.3 0.8 0.0 0.0 3.7 0.0 0.0 Cycle Q Clear(g_c), s 2.0 6.4 0.0 1.5 7.2 7.3 0.8 0.0 0.0 3.7 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.22 0.34 0.66 0.43 0.50
Lane Grp Cap(c), veh/h 180 1113 0 151 527 530 84 0 0 231 0 0 V/C Ratio(X) 0.47 0.56 0.00 0.42 0.64 0.64 0.38 0.00 0.00 0.64 0.00 0.00 Avail Cap(c_a), veh/h 441 2322 0 441 1161 1168 814 0 0 1135 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 18.6 12.5 0.0 19.1 13.4 13.4 20.2 0.0 0.0 17.9 0.0 0.0 Incr Delay (d2), s/veh 1.9 0.4 0.0 1.8 1.3 1.3 2.8 0.0 0.0 2.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 2.0 0.0 0.6 2.3 2.4 0.4 0.0 0.0 1.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.5 13.0 0.0 20.9 14.6 14.7 23.0 0.0 0.0 20.9 0.0 0.0 LnGrp LOS C B A C B B C A A C A A
Approach Vol, veh/h 705 737 32 148
Approach Delay, s/veh 13.9 15.2 23.0 20.9
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.3 18.4 6.8 9.0 17.7 10.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.0 29.0 22.0 11.0 29.0 30.0 Max Q Clear Time (g_c+I1), s 3.5 8.4 2.8 4.0 9.3 5.7
Green Ext Time (p_c), s 0.1 3.9 0.1 0.1 3.8 0.9
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
HCM 6th AWSC Cumulative AM
3: Jones Ave & Project Driveway #1/Cook Ave 08/09/2024
Cumulative AM 1:01 pm 07/25/2024 Synchro 11 Report

Page 3 ends

Intersection
Intersection Delay, s/veh 7.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 40 0 10 10 30 30 20 90 10
Future Vol, veh/h 0 0 0 40 0 10 10 30 30 20 90 10
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 42 0 11 11 32 32 21 95 11
Number of Lanes 0 1 0 0 1 1 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 1
HCM Control Delay 0 8.3 7.3 7.8

HCM LOS - A A A

Lane NBLn1 EBLn1WBLn1WBLn2 SBLn1
Vol Left, % 14% 0% 100% 0% 17%
Vol Thru, % 43% 100% 0% 0% 75%
Vol Right, % 43% 0% 0% 100% 8%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 70 0 40 10 120
LT Vol 10 0 40 0 20
Through Vol 30 0 0 0 90
RT Vol 30 0 0 10 10
Lane Flow Rate 74 0 42 11 126
Geometry Grp 2 5 7 7 2
Degree of Util (X) 0.08 0 0.063 0.012 0.143
Departure Headway (Hd) 3.907 4.553 5.395 4.192 4.079
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 903 0 657 841 870
Service Time 1.99 2.553 3.183 1.979 2.148
HCM Lane V/C Ratio 0.082 0 0.064 0.013 0.145
HCM Control Delay 7.3 7.6 8.6 7 7.8
HCM Lane LOS A N A A A
HCM 95th-tile Q 0.3 0 0.2 0 0.5
HCM 6th TWSC Cumulative AM
4: Hedrick Ave & Project Driveway #2 08/09/2024
Cumulative AM 1:01 pm 07/25/2024 Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 70 0 0 100
Future Vol, veh/h 0 0 70 0 0 100
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 0 74 0 0 105

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 179 74 0 0 74 0
Stage 1 74 - - - - -
Stage 2 105 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 808 985 - - 1519 -
Stage 1 946 - - - - -
Stage 2 917 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 808 985 - - 1519 -
Mov Cap-2 Maneuver 808 - - - - -
Stage 1 946 - - - - -
Stage 2 917 - - - - -

Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 1519 -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
HCM 6th TWSC Cumulative PM
1: Hole Ave & Hedrick Ave 08/09/2024
Cumulative PM 1:01 pm 07/25/2024 Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 1.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 120 730 800 100 40 40
Future Vol, veh/h 120 730 800 100 40 40
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 20 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 126 768 842 105 42 42

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 947 0 - 0 1531 474
Stage 1 - - - - 895 -
Stage 2 - - - - 636 -
Critical Hdwy 4.16 - - - 6.86 6.96
Critical Hdwy Stg 1 - - - - 5.86 -
Critical Hdwy Stg 2 - - - - 5.86 -
Follow-up Hdwy 2.23 - - - 3.53 3.33
Pot Cap-1 Maneuver 714 - - - 107 534
Stage 1 - - - - 357 -
Stage 2 - - - - 487 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 714 - - - 88 534
Mov Cap-2 Maneuver - - - - 204 -
Stage 1 - - - - 294 -
Stage 2 - - - - 487 -

Approach EB WB SB
HCM Control Delay, s 1.6 0 22

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 714 - - - 295
HCM Lane V/C Ratio 0.177 - - - 0.285
HCM Control Delay (s) 11.1 - - - 22
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0.6 - - - 1.1
HCM 6th Signalized Intersection Summary Cumulative PM
2: Jones Ave & Hole Ave 08/09/2024
Cumulative PM 1:01 pm 07/25/2024 Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 710 60 90 870 120 10 10 10 50 20 40 Future Volume (veh/h) 100 710 60 90 870 120 10 10 10 50 20 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 105 747 63 95 916 126 11 11 11 53 21 42 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 183 1309 110 175 1220 168 29 29 29 88 35 70
Arrive On Green 0.10 0.40 0.40 0.10 0.39 0.39 0.05 0.05 0.05 0.11 0.11 0.11 Sat Flow, veh/h 1767 3291 277 1767 3101 426 570 570 570 774 307 613 Grp Volume(v), veh/h 105 400 410 95 521 521 33 0 0 116 0 0 Grp Sat Flow(s),veh/h/ln 1767 1763 1806 1767 1763 1764 1710 0 0 1693 0 0 Q Serve(g_s), s 3.0 9.4 9.4 2.7 13.5 13.5 1.0 0.0 0.0 3.5 0.0 0.0 Cycle Q Clear(g_c), s 3.0 9.4 9.4 2.7 13.5 13.5 1.0 0.0 0.0 3.5 0.0 0.0 Prop In Lane 1.00 0.15 1.00 0.24 0.33 0.33 0.46 0.36
Lane Grp Cap(c), veh/h 183 701 718 175 694 694 87 0 0 192 0 0 V/C Ratio(X) 0.57 0.57 0.57 0.54 0.75 0.75 0.38 0.00 0.00 0.60 0.00 0.00 Avail Cap(c_a), veh/h 366 961 985 366 961 962 708 0 0 955 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 22.7 12.5 12.5 22.8 13.9 13.9 24.4 0.0 0.0 22.4 0.0 0.0 Incr Delay (d2), s/veh 2.8 0.7 0.7 2.6 2.2 2.2 2.7 0.0 0.0 3.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 3.0 3.1 1.1 4.6 4.6 0.4 0.0 0.0 1.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.5 13.2 13.2 25.4 16.0 16.0 27.1 0.0 0.0 25.4 0.0 0.0 LnGrp LOS C B B C B B C A A C A A
Approach Vol, veh/h 915 1137 33 116
Approach Delay, s/veh 14.6 16.8 27.1 25.4
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.8 25.7 7.2 10.0 25.4 10.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.0 29.0 22.0 11.0 29.0 30.0 Max Q Clear Time (g_c+I1), s 4.7 11.4 3.0 5.0 15.5 5.5
Green Ext Time (p_c), s 0.1 4.5 0.1 0.1 5.4 0.6
Intersection Summary
HCM 6th Ctrl Delay 16.5
HCM 6th LOS B
HCM 6th AWSC Cumulative PM
3: Jones Ave & Project Driveway #1/Cook Ave 08/09/2024
Cumulative PM 1:01 pm 07/25/2024 Synchro 11 Report

Page 3 ends

Intersection
Intersection Delay, s/veh 7.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 30 0 20 20 60 30 20 70 0
Future Vol, veh/h 0 0 0 30 0 20 20 60 30 20 70 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 32 0 21 21 63 32 21 74 0
Number of Lanes 0 1 0 0 1 1 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 1
HCM Control Delay 0 7.9 7.7 7.8

HCM LOS - A A A

Lane NBLn1 EBLn1WBLn1WBLn2 SBLn1
Vol Left, % 18% 0% 100% 0% 22%
Vol Thru, % 55% 100% 0% 0% 78%
Vol Right, % 27% 0% 0% 100% 0%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 110 0 30 20 90
LT Vol 20 0 30 0 20
Through Vol 60 0 0 0 70
RT Vol 30 0 0 20 0
Lane Flow Rate 116 0 32 21 95
Geometry Grp 2 5 7 7 2
Degree of Util (X) 0.128 0 0.047 0.025 0.11
Departure Headway (Hd) 3.986 4.578 5.414 4.21 4.174
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 889 0 654 836 850
Service Time 2.057 2.578 3.211 2.006 2.244
HCM Lane V/C Ratio 0.13 0 0.049 0.025 0.112
HCM Control Delay 7.7 7.6 8.5 7.1 7.8
HCM Lane LOS A N A A A
HCM 95th-tile Q 0.4 0 0.1 0.1 0.4
HCM 6th TWSC Cumulative PM
4: Hedrick Ave & Project Driveway #2 08/09/2024
Cumulative PM 1:01 pm 07/25/2024 Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 100 0 0 60
Future Vol, veh/h 0 0 100 0 0 60
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 0 0 105 0 0 63

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 168 105 0 0 105 0
Stage 1 105 - - - - -
Stage 2 63 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 820 947 - - 1480 -
Stage 1 917 - - - - -
Stage 2 957 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 820 947 - - 1480 -
Mov Cap-2 Maneuver 820 - - - - -
Stage 1 917 - - - - -
Stage 2 957 - - - - -

Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 1480 -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
Mikasa Multi-Family
Traffic Impact Analysis

Appendix L - LOS Calculation Worksheets – 2045
Cumulative with Project Conditions

HCM 6th TWSC Cumulative + Project AM
1: Hole Ave & Hedrick Ave 08/09/2024
Cumulative +P AM 1:02 pm 07/25/2024 Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 2.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 84 590 580 80 60 63
Future Vol, veh/h 84 590 580 80 60 63
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 20 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 88 621 611 84 73 76

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 695 0 - 0 1140 348
Stage 1 - - - - 653 -
Stage 2 - - - - 487 -
Critical Hdwy 4.16 - - - 6.86 6.96
Critical Hdwy Stg 1 - - - - 5.86 -
Critical Hdwy Stg 2 - - - - 5.86 -
Follow-up Hdwy 2.23 - - - 3.53 3.33
Pot Cap-1 Maneuver 890 - - - 193 645
Stage 1 - - - - 477 -
Stage 2 - - - - 581 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 890 - - - 174 645
Mov Cap-2 Maneuver - - - - 302 -
Stage 1 - - - - 430 -
Stage 2 - - - - 581 -

Approach EB WB SB
HCM Control Delay, s 1.2 0 18.4

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 890 - - - 415
HCM Lane V/C Ratio 0.099 - - - 0.359
HCM Control Delay (s) 9.5 - - - 18.4
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0.3 - - - 1.6
HCM 6th Signalized Intersection Summary Cumulative + Project AM 2: Jones Ave & Hole Ave 08/09/2024
Cumulative +P AM 1:02 pm 07/25/2024 Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 590 0 60 570 77 10 0 20 81 10 70 Future Volume (veh/h) 80 590 0 60 570 77 10 0 20 81 10 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 84 621 0 63 600 81 11 0 21 85 11 74 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 179 1112 0 150 931 125 29 0 55 125 16 109
Arrive On Green 0.10 0.32 0.00 0.08 0.30 0.30 0.05 0.00 0.05 0.15 0.15 0.15 Sat Flow, veh/h 1767 3618 0 1767 3111 419 560 0 1070 839 109 731 Grp Volume(v), veh/h 84 621 0 63 339 342 32 0 0 170 0 0 Grp Sat Flow(s),veh/h/ln 1767 1763 0 1767 1763 1767 1630 0 0 1679 0 0 Q Serve(g_s), s 2.0 6.6 0.0 1.5 7.5 7.6 0.9 0.0 0.0 4.3 0.0 0.0 Cycle Q Clear(g_c), s 2.0 6.6 0.0 1.5 7.5 7.6 0.9 0.0 0.0 4.3 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.24 0.34 0.66 0.50 0.44
Lane Grp Cap(c), veh/h 179 1112 0 150 527 529 84 0 0 250 0 0 V/C Ratio(X) 0.47 0.56 0.00 0.42 0.64 0.65 0.38 0.00 0.00 0.68 0.00 0.00 Avail Cap(c_a), veh/h 431 2269 0 431 1134 1137 796 0 0 1118 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 19.1 12.8 0.0 19.6 13.7 13.7 20.7 0.0 0.0 18.2 0.0 0.0 Incr Delay (d2), s/veh 1.9 0.4 0.0 1.9 1.3 1.3 2.9 0.0 0.0 3.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 2.0 0.0 0.6 2.5 2.5 0.4 0.0 0.0 1.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.0 13.3 0.0 21.4 15.0 15.0 23.5 0.0 0.0 21.4 0.0 0.0 LnGrp LOS C B A C B B C A A C A A
Approach Vol, veh/h 705 744 32 170
Approach Delay, s/veh 14.2 15.6 23.5 21.4
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.3 18.7 6.8 9.1 18.0 11.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.0 29.0 22.0 11.0 29.0 30.0 Max Q Clear Time (g_c+I1), s 3.5 8.6 2.9 4.0 9.6 6.3
Green Ext Time (p_c), s 0.1 3.9 0.1 0.1 3.8 1.0
Intersection Summary
HCM 6th Ctrl Delay 15.7
HCM 6th LOS B
HCM 6th AWSC Cumulative + Project AM
3: Jones Ave & Project Driveway #1/Cook Ave 08/09/2024
Cumulative +P AM 1:02 pm 07/25/2024 Synchro 11 Report

Page 3 ends

Intersection
Intersection Delay, s/veh 7.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 4 21 40 1 10 17 30 30 20 90 11
Future Vol, veh/h 4 4 21 40 1 10 17 30 30 20 90 11
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 4 4 22 42 1 11 18 32 32 21 95 12
Number of Lanes 0 1 0 0 1 1 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 1
HCM Control Delay 7.3 8.3 7.5 7.9

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1WBLn2 SBLn1
Vol Left, % 22% 14% 98% 0% 17%
Vol Thru, % 39% 14% 2% 0% 74%
Vol Right, % 39% 72% 0% 100% 9%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 77 29 41 10 121
LT Vol 17 4 40 0 20
Through Vol 30 4 1 0 90
RT Vol 30 21 0 10 11
Lane Flow Rate 81 31 43 11 127
Geometry Grp 2 5 7 7 2
Degree of Util (X) 0.092 0.035 0.066 0.013 0.146
Departure Headway (Hd) 4.102 4.171 5.521 4.328 4.134
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 878 863 652 831 853
Service Time 2.108 2.176 3.226 2.033 2.228
HCM Lane V/C Ratio 0.092 0.036 0.066 0.013 0.149
HCM Control Delay 7.5 7.3 8.6 7.1 7.9
HCM Lane LOS A A A A A
HCM 95th-tile Q 0.3 0.1 0.2 0 0.5
HCM 6th TWSC Cumulative + Project AM
4: Hedrick Ave & Project Driveway #2 08/09/2024
Cumulative +P AM 1:02 pm 07/25/2024 Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 13 0 70 4 0 100
Future Vol, veh/h 13 0 70 4 0 100
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 14 0 74 4 0 105

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 181 76 0 0 78 0
Stage 1 76 - - - - -
Stage 2 105 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 806 982 - - 1514 -
Stage 1 944 - - - - -
Stage 2 917 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 806 982 - - 1514 -
Mov Cap-2 Maneuver 806 - - - - -
Stage 1 944 - - - - -
Stage 2 917 - - - - -

Approach WB NB SB
HCM Control Delay, s 9.5 0 0

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 806 1514 -
HCM Lane V/C Ratio - - 0.017 - -
HCM Control Delay (s) - - 9.5 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 6th TWSC Cumulative + Project PM
1: Hole Ave & Hedrick Ave 08/09/2024
Cumulative +P PM 1:02 pm 07/25/2024 Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 1.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 133 730 800 100 40 47
Future Vol, veh/h 133 730 800 100 40 47
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 20 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 140 768 842 105 42 49

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 947 0 - 0 1559 474
Stage 1 - - - - 895 -
Stage 2 - - - - 664 -
Critical Hdwy 4.16 - - - 6.86 6.96
Critical Hdwy Stg 1 - - - - 5.86 -
Critical Hdwy Stg 2 - - - - 5.86 -
Follow-up Hdwy 2.23 - - - 3.53 3.33
Pot Cap-1 Maneuver 714 - - - 102 534
Stage 1 - - - - 357 -
Stage 2 - - - - 471 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 714 - - - 82 534
Mov Cap-2 Maneuver - - - - 197 -
Stage 1 - - - - 287 -
Stage 2 - - - - 471 -

Approach EB WB SB
HCM Control Delay, s 1.7 0 22.3

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 714 - - - 299
HCM Lane V/C Ratio 0.196 - - - 0.306
HCM Control Delay (s) 11.3 - - - 22.3
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0.7 - - - 1.3
HCM 6th Signalized Intersection Summary Cumulative + Project PM 2: Jones Ave & Hole Ave 08/09/2024
Cumulative +P PM 1:02 pm 07/25/2024 Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 710 60 90 870 141 10 10 10 62 20 40 Future Volume (veh/h) 100 710 60 90 870 141 10 10 10 62 20 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 105 747 63 95 916 148 11 11 11 65 21 42 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 181 1324 112 174 1204 195 29 29 29 100 32 65 Arrive On Green 0.10 0.40 0.40 0.10 0.40 0.40 0.05 0.05 0.05 0.12 0.12 0.12 Sat Flow, veh/h 1767 3291 277 1767 3025 489 570 570 570 863 279 558 Grp Volume(v), veh/h 105 400 410 95 534 530 33 0 0 128 0 0 Grp Sat Flow(s),veh/h/ln 1767 1763 1806 1767 1763 1751 1710 0 0 1700 0 0 Q Serve(g_s), s 3.1 9.5 9.5 2.8 14.1 14.2 1.0 0.0 0.0 3.9 0.0 0.0 Cycle Q Clear(g_c), s 3.1 9.5 9.5 2.8 14.1 14.2 1.0 0.0 0.0 3.9 0.0 0.0 Prop In Lane 1.00 0.15 1.00 0.28 0.33 0.33 0.51 0.33
Lane Grp Cap(c), veh/h 181 709 727 174 702 697 87 0 0 197 0 0 V/C Ratio(X) 0.58 0.56 0.56 0.55 0.76 0.76 0.38 0.00 0.00 0.65 0.00 0.00 Avail Cap(c_a), veh/h 359 945 968 359 945 938 695 0 0 942 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 23.2 12.5 12.5 23.2 14.1 14.1 24.9 0.0 0.0 22.9 0.0 0.0 Incr Delay (d2), s/veh 2.9 0.7 0.7 2.7 2.5 2.6 2.7 0.0 0.0 3.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 3.1 3.1 1.1 4.9 4.8 0.5 0.0 0.0 1.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.1 13.2 13.2 25.9 16.6 16.6 27.6 0.0 0.0 26.4 0.0 0.0 LnGrp LOS C B B C B B C A A C A A
Approach Vol, veh/h 915 1159 33 128
Approach Delay, s/veh 14.7 17.4 27.6 26.4
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.8 26.3 7.2 10.1 26.0 10.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.0 29.0 22.0 11.0 29.0 30.0 Max Q Clear Time (g_c+I1), s 4.8 11.5 3.0 5.1 16.2 5.9
Green Ext Time (p_c), s 0.1 4.5 0.1 0.1 5.4 0.7
Intersection Summary
HCM 6th Ctrl Delay 16.9
HCM 6th LOS B
HCM 6th AWSC Cumulative + Project PM
3: Jones Ave & Project Driveway #1/Cook Ave 08/09/2024
Cumulative +P PM 1:02 pm 07/25/2024 Synchro 11 Report

Page 3 ends

Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 3 12 30 4 20 41 60 30 20 70 4
Future Vol, veh/h 3 3 12 30 4 20 41 60 30 20 70 4
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 3 3 13 32 4 21 43 63 32 21 74 4
Number of Lanes 0 1 0 0 1 1 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 1
HCM Control Delay 7.4 8.1 7.9 7.9

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1WBLn2 SBLn1
Vol Left, % 31% 17% 88% 0% 21%
Vol Thru, % 46% 17% 12% 0% 74%
Vol Right, % 23% 67% 0% 100% 4%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 131 18 34 20 94
LT Vol 41 3 30 0 20
Through Vol 60 3 4 0 70
RT Vol 30 12 0 20 4
Lane Flow Rate 138 19 36 21 99
Geometry Grp 2 5 7 7 2
Degree of Util (X) 0.156 0.023 0.055 0.026 0.116
Departure Headway (Hd) 4.082 4.282 5.534 4.387 4.204
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 865 841 651 821 838
Service Time 2.176 2.283 3.235 2.088 2.303
HCM Lane V/C Ratio 0.16 0.023 0.055 0.026 0.118
HCM Control Delay 7.9 7.4 8.6 7.2 7.9
HCM Lane LOS A A A A A
HCM 95th-tile Q 0.6 0.1 0.2 0.1 0.4
HCM 6th TWSC Cumulative + Project PM
4: Hedrick Ave & Project Driveway #2 08/09/2024
Cumulative +P PM 1:02 pm 07/25/2024 Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 0.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 7 0 100 13 0 60
Future Vol, veh/h 7 0 100 13 0 60
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 7 0 105 14 0 63

Major/Minor Minor1 Major1 Major2
Conflicting Flow All 175 112 0 0 119 0
Stage 1 112 - - - - -
Stage 2 63 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 813 938 - - 1463 -
Stage 1 910 - - - - -
Stage 2 957 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 813 938 - - 1463 -
Mov Cap-2 Maneuver 813 - - - - -
Stage 1 910 - - - - -
Stage 2 957 - - - - -

Approach WB NB SB
HCM Control Delay, s 9.5 0 0

HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 813 1463 -
HCM Lane V/C Ratio - - 0.009 - -
HCM Control Delay (s) - - 9.5 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
Mikasa Multi-Family
Traffic Impact Analysis

Appendix M - Traffic Signal Warrants
California MUTCD 2014 Edition Page 855
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
June 12, 2024
HedrickAvenue
Project Driveway
X
1900180017001600150014001200
70 75 105 95 82 87 71
17 60
17 20 20 20 20 20 20
X
X
0800
X
X
X
X
X
X
8 1900180017001600150014001200
70 75 105 95 82 87 71
17 60
17 20 20 20 20 20 20
0800
California MUTCD 2014 Edition Page 856
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
X
X
X
1600 1700 18001500
87105 95 82
20 2020 20
X
California MUTCD 2014 Edition Page 850
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________

California MUTCD 2014 Edition Page 855
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
June 12, 2024
Hole Avenue
Hedrick Avenue
X
1800170016001500140013001200
0700
1058980 833 1038 1199 1180 1141
35 872
70 56 75 105 95 82 87
X
X
1200 1300 1400 1500 1600 1700 1800
0700
X
X
X
X
X
X
8 1058980 833 1038 1199 1180 1141
35 872
70 56 75 105 95 82 87
California MUTCD 2014 Edition Page 856
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
X
X
X
1600 1700 18001500
1058
95 1180 11411199
82 87105
X
California MUTCD 2014 Edition Page 850
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________

California MUTCD 2014 Edition Page 855
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
June 12, 2024
Jones Avenue
Cook Avenue
X
2000190018001700160015001400
0700
130 128 153 137 120 110 107
64 104
59 59 59 59 59 59 59
X
X
1400 1500 1600 1700 1800 1900 2000
0700
X
X
X
X
X
X
8 130 128 153 137 120 110 107
64 104
59 59 59 59 59 59 59
California MUTCD 2014 Edition Page 856
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
X
X
X
1500 1600 17001400
137130 128 153
59 5959 59
X
California MUTCD 2014 Edition Page 850
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________

Riverside City CouncilApril 21, 2026

Riverside City Council
April 21, 2026