Rialto City Council
January 13, 2026

Compared w/ image in:

By another person:

Other: Seen
Identification explanation:

Identification confidence: Very confident
Species found: Yes If not found, why not?
Total number of individuals: 1
Collection? No Collection number:

Museum/Herbarium:

ANIMAL INFORMATION
How was the detection made? Seen
Number detected in each age class:

Age class comment:
adults juveniles larvae egg mass unknown
1 Level of survey effort: Observed during breeding season BUOW surveys

OBSERVER INFORMATION
Submitted: 08/04/2023 GOO23F0012 Page 1 of 3
Bird site use:

Nesting Rookery Nesting colony Burrow site Lek
Non-breeding (over-wintering) Communal roost Other
Site use description: The site appears be used by BUOW for refuge and/or foraging outside of the nesting season.

What was the observed behavior? In burrow apron, flushed to nearby auxiliary burrow.

Describe any evidence of reproduction: None.

SITE INFORMATION
Habitat description:

Slope: Land owner/manager:

Site condition + population viability:

Aspect:

Immediate & surrounding land use:

Visible disturbances:

Threats:

General comments:

The mapped feature is accurate within: 5 m
Source of mapped feature: ArcGIS Field Maps
ID
County
San Bernardino
1 24K Quadrangle Elev. (ft) Latitude
NAD83
Longitude
NAD83
UTM E
NAD83
UTM
Zone
Fontana -9999 34.12407 -117.39994 463120 3775986 11
Public Land Survey
S T01N R05W 34
Feature Comment
UTM N
NAD83

MAP INFORMATION
Submitted: 08/04/2023 GOO23F0012 Page 2 of 3
Attachment(s):

Mapping notes:

Location/directions comments:

Submitted: 08/04/2023 GOO23F0012 Page 3 of 3
California Natural Diversity Database
Department of Fish and Wildlife
1416 9th Street, Suite 1266
Sacramento, CA 95814
Fax: 916.324.0475
CNDDB Online Field Survey Form Report
[email protected]
www.dfg.ca.gov/biogeodata/cnddb/
Source code_____________________
Quad code______________________
Occ. no. ________________________
EO index no._____________________
Map index no.____________________
This data has been reported to the CNDDB, but may not have been evaluated by the CNDDB staff GOO23F0013
3411714
Scientific name: Athene cunicularia
Common name: burrowing owl
Date of field work (mm-dd-yyyy): 02-16-2023
Comment about field work date(s):

Observer: Alec Goodman
Affiliation: Rocks Biological Consulting
Address: 5606 Meade Ave, San Diego, CA 92115
Email: [email protected]
Phone: (619) 701-6798
Other observers: Hannah Swarthout

DETERMINATION
Keyed in:

Compared w/ specimen at:

Compared w/ image in:

By another person:

Other: Seen
Identification explanation:

Identification confidence: Very confident
Species found: Yes If not found, why not?
Total number of individuals: 1
Collection? No Collection number:

Museum/Herbarium:

ANIMAL INFORMATION
How was the detection made? Seen
Number detected in each age class:

Age class comment:
adults juveniles larvae egg mass unknown
1 Level of survey effort: Observed during breeding season BUOW survey

OBSERVER INFORMATION
Submitted: 08/04/2023 GOO23F0013 Page 1 of 3
Bird site use:

Nesting Rookery Nesting colony Burrow site Lek
Non-breeding (over-wintering) Communal roost Other
Site use description: The site appears be used by BUOW for refuge and/or foraging outside of the nesting season.

What was the observed behavior? Flushed from burrow to nearby auxiliary burrow. Confirmed 2nd individual observed on this day/survey.

Describe any evidence of reproduction: None.

SITE INFORMATION
Habitat description:

Slope: Land owner/manager:

Site condition + population viability:

Aspect:

Immediate & surrounding land use:

Visible disturbances:

Threats:

General comments:

The mapped feature is accurate within: 5 m
Source of mapped feature: ArcGIS Field Maps
ID
County
San Bernardino
1 24K Quadrangle Elev. (ft) Latitude
NAD83
Longitude
NAD83
UTM E
NAD83
UTM
Zone
Fontana 1393 34.12289 -117.39798 463300 3775854 11
Public Land Survey
S T01N R05W 34
Feature Comment
UTM N
NAD83

MAP INFORMATION
Submitted: 08/04/2023 GOO23F0013 Page 2 of 3
Attachment(s):

Mapping notes:

Location/directions comments:

Submitted: 08/04/2023 GOO23F0013 Page 3 of 3

APPENDIX D

SURVEYOR FIELD NOTES

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APPENDIX D

MIRO WAY AND AYALA DRIVE DEVELOPMENT PROJECT
FOCUSED CROTCH’S BUMBLE BEE SURVEY REPORT

MIRO WAY AND AYALA DRIVE DEVELOPMENT PROJECT
– FOCUSED CROTCH’S BUMBLEBEE SURVEY REPORT
Hesperia, California
September 16, 2024
Prepared for:

Kimley-Horn and Associates, Inc.
1100 W. Town and Country Road, Suite 700
Orange, CA 92868
(714) 786-6128
Prepared by:

Rocks Biological Consulting
4312 Rialto Street
San Diego, CA 92107
(619) 701-6798
MIRO WAY AND AYALA DRIVE DEVELOPMENT PROJECT – FOCUSED CROTCH’S BUMBLE BEE

SURVEY REPORT
ROCKS BIOLOGICAL CONSULTING i
Table of Contents
1 Summary ................................................................................................................................. 1 2 Introduction.............................................................................................................................. 1

2.1 Project Location & Proposed Activity...............................................................................1

2.2 Crotch’s Bumble Bee Status & Natural History................................................................1 3 Methods .................................................................................................................................. 2

3.1 Survey Methods ..............................................................................................................2

3.2 Surveyor Qualifications ....................................................................................................2 4 Results..................................................................................................................................... 2

4.1 Existing Conditions & Habitat Assessment ......................................................................2

4.2 Focused Crotch’s Bumble Bee Survey Results................................................................3 5 Crotch’s Bumble Bee Avoidance & Minimization ...................................................................... 3 6 Conclusions ............................................................................................................................. 4 7 References............................................................................................................................... 5 TABLES
Table 1. Crotch’s Bumble Bee Survey Dates/Conditions................................................................3

FIGURES
Figure 1 – Project Location
Figure 2 – Survey Area

APPENDICES
Appendix A – Site Photographs
Appendix B – Potential Nectar Sources Observed
Appendix C – Invertebrates Observed
Appendix D – Surveyor Field Notes
MIRO WAY AND AYALA DRIVE DEVELOPMENT PROJECT – FOCUSED CROTCH’S BUMBLE BEE

SURVEY REPORT
ROCKS BIOLOGICAL CONSULTING 1
1 Summary
This report is a summary of the results of focused surveys for Crotch’s bumble bee (Bombus crotchii, CBB) that Rocks Biological Consulting (RBC) conducted for the Miro Way and Ayala Drive Development Project (project) in Rialto, San Bernardino County, California. No CBB or any other Bombus species were documented within the survey area during focused surveys. 2 Introduction

2.1 PROJECT LOCATION & PROPOSED ACTIVITY
The approximately 35-acre project site is in the City of Rialto, San Bernardino County, California (Figure 1). The project is located north of W Baseline Road, west of N Ayala Drive, east of N Linden Avenue, and south of Miro Way. The project proposes the development of two industrial warehouses. The project would also include the rezone of Planning Area 123 from School to General Commercial with a Residential Overlay, which is not included in the current project’s approximately 20.8-acre impact footprint. The project occurs within Township 01N, Range 05W, Sections 33 and 34 on the U.S. Geological Survey (USGS) 7.5-minute Fontana, Devore quadrangle map (Figure 1).

2.2 CROTCH’S BUMBLE BEE STATUS & NATURAL HISTORY
CBB has experienced sharp population declines over the past decade and is currently a candidate for listing under the California Endangered Species Act (CESA) based on a 2018 petition submitted by the Xerces Society for Invertebrate Conservation, Defenders of Wildlife, and Center for Food Safety (California Department of Fish and Wildlife [CDFW] 2022). Historically, CBB occurred from northern California south to Baja Mexico and from the coast to the central valley and southwestern desert, with some records as far east as Nevada. However, since the early 2000s a change in extent has been observed, with current range size estimated to be approximately of 75% of historic range and the northern populations now extinct. In addition, the species persistence within its extant range is estimated be approximately 20% of historic occupancy (Hatfield 2015). Though CBB is relatively tolerant of fragmented and/or semi-urban environments, habitat loss, climate change, and pesticide use are considered imminent threats to populations (Williams et al. 2014; CDFW 2022).

Suitable habitat for this species includes a variety of open shrub and grassland vegetation communities that support significant stands of nectar sources, mostly in the form of flowering annuals. CBB’s primary nectar sources include Medicago, Lupinus, Chaenactis, Asclepias, Phacelia, and Salvia, which have an easily accessible nectar that accommodates CBB’s relatively short tongue (Williams et al. 2014). The project site and surrounding area support scrub habitat and nectar sources appropriate for CBB; therefore, the potential for this species to occur is moderate.

MIRO WAY AND AYALA DRIVE DEVELOPMENT PROJECT – FOCUSED CROTCH’S BUMBLE BEE

SURVEY REPORT
ROCKS BIOLOGICAL CONSULTING 2
3 Methods

3.1 SURVEY METHODS
Based on the presence of suitable habitat within the survey area (e.g., the project site), RBC biologists Alec Goodman, Hannah Swarthout, and Kelsey Woldt conducted focused surveys in accordance with the CDFW’s Survey Considerations for CESA Candidate Bumble Bee Species (CDFW 2023). Surveys were performed two to four weeks apart in July and August within the time period when detection of CBB is greatest (i.e., April through August). Surveys were conducted by walking transects through the survey area focusing on areas where ample nectar sources were present, with a minimum of one person-hour of searching per three acres of suitable habitat. All observed insects and potential nectar sources were identified and recorded during the survey.

Surveyors were prepared to record the location of any observed CBB, along with population size and nesting status, and to collect non-lethal photo vouchers captured at various angles to confirm accurate identification.

3.2 SURVEYOR QUALIFICATIONS
Mr. Goodman is a wildlife biologist with over seven years of professional experience and a Bachelor of Science degree in environmental science. Ms. Swarthout is a wildlife biologist with over four years of professional experience and a Bachelor of Arts degree in environmental studies. Ms.

Woldt is a wildlife biologist with five years of professional experience and holds a Master of Science degree in biology and a Bachelor of Science degree in ecology, animal behavior, and evolutionary biology. All surveyors are experienced at conducting CBB surveys and are familiar with the identifying characteristics, behavior, and nectar sources for CBB. Additionally, the biologists have taken courses that include bumblebee identification.
4 Results

4.1 EXISTING CONDITIONS & HABITAT ASSESSMENT
The survey area is composed primarily of disturbed habitat, with disturbed Riversidean sage scrub and developed land also present. During the surveys, the disturbed habitat was mostly denuded of vegetation from recent mowing, but remnant foxtail brome (Bromus madritensis), slender oat (Avena barbata), golden crownbeard (Verbesina encelioides), and doveweed (Croton setiger) were sparsely present. The disturbed Riversidean sage scrub (<1 acre) was dominated by California buckwheat (Eriogonum fasciculatum), short-pod mustard (Hirschfeldia incanna), deerweed (Acmispon glaber), and doveweed.

At the time of the survey, the disturbed habitat and developed land provided only marginally suitable habitat for CBB in the form of sparce, patchy, nectar sources and potential nesting and/or overwintering resources. Areas of disturbed habitat and developed land without resources for CBB were not surveyed. The on-site disturbed Riversidean sage scrub is suitable for CBB and contained an abundance of nectar sources as well as potential nesting and overwintering resources. The site is surrounded on three sides by developed land (to the west, south, and east), MIRO WAY AND AYALA DRIVE DEVELOPMENT PROJECT – FOCUSED CROTCH’S BUMBLE BEE

SURVEY REPORT
ROCKS BIOLOGICAL CONSULTING 3
which may provide nectar sources through ornamental vegetation. To the north, the site borders disturbed habitat with similar vegetation composition as the site. Representative site photographs are presented in Appendix A.

Potential nectar sources for CBB were present on site, including California buckwheat, telegraphweed (Heterotheca grandiflora), short-pod mustard, and Spanish lotus (Acmispon americanus). A complete list of observed potential nectar sources is presented in Appendix B.

4.2 FOCUSED CROTCH’S BUMBLE BEE SURVEY RESULTS
RBC conducted three focused CBB surveys during the nesting season between July 11 and August 15, 2024. Survey dates, conditions, and personnel are presented in Table 1, below.

No CBB or other Bombus species were observed within the survey area. However, many other invertebrates were observed during the surveys. A complete list of invertebrates observed is presented as Appendix C, and field notes are provided in Appendix D.

Table 1. Crotch’s Bumble Bee Survey Dates/Conditions
Survey
Round Date Surveyor(s)
Time
(Start-End)
Temperature
(F) (StartEnd)
Cloud Cover
(%) (StartEnd)
Wind Speed
(mph)
(Start; End)
1 7/11/24 AG 0700–1115 71-89 10-15 1–2; 1–3
2 7/31/24 AG, KW 0830–1100 72-84 0-0 0–3; 1–3
3 8/15/24 AG, HS 0830-1130 75-88 0-0 1–3; 1–3
Surveyors: AG=Alec Goodman; HS=Hannah Swarthout; KW=Kelsey Woldt 5 Crotch’s Bumble Bee Avoidance & Minimization
Pursuant to the CDFW Survey Considerations for CESA Candidate Bumble Bee Species, all project sites that support suitable habitat within the range of CBB should conduct pre-construction surveys, regardless of CBB presence/absence during previous focused surveys. The preconstruction surveys will be conducted in accordance with CDFW recommendations. As such, the following avoidance and minimization measure is required to avoid potential direct impacts on CBB:

Within one year of any ground disturbance or vegetation clearing, a focused species survey for CBB shall be conducted by a qualified biologist. Survey methodology shall follow CDFW’s 2023 Survey Considerations for CESA Candidate Bumble Bee Species.

Surveys shall take place when detection of the focal species is greatest (April through August), when feasible. CBB surveys shall be conducted for a minimum of one person-hour of searching (excluding time spent capturing, photographing, identifying, and releasing specimen) per three acres of suitable habitat. Surveillance shall be focused where ample nectar sources are present, and non-lethal photo vouchers of MIRO WAY AND AYALA DRIVE DEVELOPMENT PROJECT – FOCUSED CROTCH’S BUMBLE BEE

SURVEY REPORT
ROCKS BIOLOGICAL CONSULTING 4
focal species shall be captured at various angles to confirm accurate identification (CDFW 2023).

If CBB is documented on the project site, the project proponent shall notify CDFW within five working days of the observation. If necessary, site-specific avoidance and minimization measures shall be implemented to avoid take of CBB. If take avoidance is not feasible, an ITP shall be obtained from CDFW.
6 Conclusions
No CBB were documented within the survey area for the Miro Way and Ayala Drive Development Project during focused surveys conducted between July 11 and August 15, 2024. The focused survey results reported herein are valid for one year. Due to habitat suitability and site location, CBB pre-construction surveys are required within one year of construction activity initiation in order to confirm species absence and ensure impact avoidance.

MIRO WAY AND AYALA DRIVE DEVELOPMENT PROJECT – FOCUSED CROTCH’S BUMBLE BEE

SURVEY REPORT
ROCKS BIOLOGICAL CONSULTING 5
7 References
California Department of Fish and Wildlife (CDFW). (2022). California Department of Fish and Wildlife News room. Retrieved from https://wildlife.ca.gov/News/cdfw-seeks-public-comment-related-to-crotchsbumble-bee-franklins-bumble-bee-suckleys-cuckoo-bumble-bee-and-western-bumblebee#gsc.tab=0. __. (2023). Survey Considerations for California Endangered Species Act (CESA) Candidate Bumble Bee Species. Retrieved July 2023, from
https://nrm.dfg.ca.gov/FileHandler.ashx?DocumentID=213150&inline. __. (2024). California Department of Fish and Game Natural Diversity Database – Electronic Format.

Retrieved on 30 June 2024.

Hatfield, R., S. Jepsen, R. W. Thorp, L. Richardson, and S. Colla. (2015). Crotch bumble bee, Bombus crotchii. The IUCN Red List of Threatened Species 2015. Retrieved on 25 July 2024, from https://www.iucnredlist.org/ja/species/44937582/46440211.

NatureServe. (2023). NatureServe Explorer. Bombus crotchii: Crotch’s Bumble Bee. Retrieved June 2023, from https://explorer.natureserve.org/Taxon/ELEMENT_GLOBAL.2.834085/Bombus_crotchii.

Thorp, R. W., D. S. Horning, and L. L. Dunning. (1983). Bumble bees and cuckoo bumble bees of California (Hymenoptera: Apidae). Bulletin of the California Insect Survey 23: viii+79 pp.

Williams, P., R. W. Thorp, L. Richardson, and S. Colla. (2014). Bumble Bees of North America: An identification guide. Princeton University Press.
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Project Boundary

RBIOLOOGICACL CONKSULTSING
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APPENDIX A

SITE PHOTOGRAPHS
Appendix A
Site Photographs
Photo 1. View of survey area from the northern boundary, facing south, showing various nectar sources including California buckwheat (Eriogonum fasciculatum) and deerweed (Acmispon glaber). July 11, 2024.

Photo 2. View of the survey area from the center of the project, facing west, showing various nectar sources including golden crownbeard (Verbesina encelioides) and doveweed (Croton setiger). July 15, 2024.

Appendix A-2
Photo 3. View from the central portion of the survey area, facing north. August 15, 2024.

Photo 4. View from the central portion of the survey area, facing east. August 15, 2024.

APPENDIX B

POTENTIAL NECTAR SOURCES
Appendix B
Potential Nectar Sources Observed
Family Scientific Name Common Name
Asteraceae Centaurea melitensis Tocalote
Asteraceae Verbesina encelioides Golden crownbeard
Brassicaceae Hirschfeldia incana Short-pod mustard
Euphorbiaceae Croton setiger Doveweed
Euphorbiaceae Euphorbia albomarginata Rattlesnake sandmat Fabaceae Acmispon americanus Spanish lotus
Polygonaceae Eriogonum fasciculatum California buckwheat Solanaceae Datura wrightii Jimsonweed
Solanaceae Heterotheca grandiflora Telegraphweed
Zygophyllaceae Tribulus terrestris Puncture vine

APPENDIX C

INVERTEBRATES OBSERVED
Appendix C
Invertebrates Observed
Family Scientific Name Common Name
Anisoptera (Suborder) n/a Dragonfly
Apidae Apis mellifera European honey bee
Apidae Anthophora californica California digger bee
Araneidae Argiope trifasciata Banded garden spider
Asilidae Efferia sp. Robber fly
Asilidae Mallophora fautrix Bee killer
Asilidae Saropogon sp. Robber fly
Bombyliidae n/a Bee fly
Caelifera (Suborder) n/a Grasshopper
Coenagrionidae Enallagma civile Familiar bluet
Conopidae Physocephala texana Thick-headed fly
Crabronidae Bembix comatus Bembix wasp
Crabronidae n/a Square-headed wasp
Crabronidae Philanthus sp. Beewolf
Formicidae Pogonomyrmex sp. Harvester ant
Formicidae Veromessor sp. Smooth harvester ant
Halictidae Lasioglossum sp. Sweat bee
Hesperiidae Pyrgus sp. Checkered skipper
Libellulidae Libellula saturata Flame skimmer
Libellulidae Tramea lacerata Black saddlebags
Lycaenidae Brephidium exilis Western pygmy blue
Lycaenidae Icaricia monticola Clemence's blue
Lycaenidae Strymon melinus Gray hairstreak
Megachilinae Anthidiellum sp. Rotund Resin bee
Megachilinae Lithurgopsis sp Woodborer bee
Mutillidae Dasymutilla aureola Pacific velvet ant
Nymphalidae Junonia coenia Common buckeye
Nymphalidae Vanessa cardui Painted lady
Papilionidae Papilio rutulus Western tiger swallowtail
Pentatomidae Chlorochroa sayi Say’s stink bug
Pieridae Colias sp. Sulphur
Pieridae Pieris rapae Cabbage white
Pieridae Pontia protodice Checkered white
Appendix C-2
Pompilidae Pepsis sp. Tarantula hawk
Reduviidae Apiomerus californicus California bee assassin Reduviidae Zelus sp. Assassin bug
Scarabaeidae Cotinis mutabilis Figeater beetle
Sphecidae Ammophila sp. Thread-waisted wasp
Sphecidae Sceliphron caementarium Yellow-legged mud-dauber Sphecidae Sphex pensylvanicus Great black wasp
Sphecidae Prionyx parkeri Prionyx wasp
Syrphidae n/a Hoverfly
Tenebrionidae Eleodes sp. Darkling beetle
Vespidae Polistes exclamans Guinea paper wasp

APPENDIX D

SURVEYOR FIELD NOTES

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Scale: 1 square
Attachment 2
Approved Traffic Study
(no revisions, stamped copy included for reference)

Traffic Study
for the:

Miro Way and Ayala Drive
Warehouse Project
In the City of Rialto

February 2025
exp. 9/30/2025

TRAFFIC STUDY

FOR THE PROPOSED

MIRO WAY AND AYALA DRIVE WAREHOUSE PROJECT

IN THE CITY OF RIALTO
Prepared by:

Kimley-Horn and Associates, Inc.
1100 W Town and Country Rd, Suite 700
Orange, California 92868
February 2025

TABLE OF CONTENTS
Page
I. INTRODUCTION ........................................................................................................................................................... 1 A. Purpose of the TIA and Study Objectives ............................................................................................................ 1 B. Site Plan Location and Study Area ......................................................................................................................... 1 C. Development Project Identification ...................................................................................................................... 3 D. Development Project Description .......................................................................................................................... 3 E. Analysis Methodology ................................................................................................................................................. 5

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

2. Level of Service Standards and Measure of Significance .................................................................. 5 II. AREA CONDITIONS ..................................................................................................................................................... 8 A. Identify Study Area and Intersections ................................................................................................................. 8 B. Description of Existing Roads, Traffic Control, and Intersection Geometrics ..................................... 8 C. Existing Traffic Volumes ......................................................................................................................................... 11 D. Existing Delay and Level of Service .................................................................................................................... 11 E. General Plan Circulation Element ....................................................................................................................... 15 F. Transit Service ............................................................................................................................................................ 15 III. PROJECTED FUTURE TRAFFIC ............................................................................................................................. 18 A. Project Traffic .............................................................................................................................................................. 18

1. Project Trip Generation ................................................................................................................................ 18

2. Trip Distribution and Assignment ........................................................................................................... 18

3. Volume Redistribution .................................................................................................................................. 18 B. Existing Plus Growth Plus Project Traffic (Opening Year 2024) ........................................................... 22

1. Ambient Growth Rate .................................................................................................................................... 22

2. Opening Year 2024 Existing Plus Growth ............................................................................................. 22

3. Opening Year 2024 Existing Plus Growth Plus Project ................................................................... 23 C. Cumulative Conditions (Existing Plus Growth Plus Cumulative Projects) ........................................ 30

1. Cumulative Projects ....................................................................................................................................... 30

2. Background Growth Rate ............................................................................................................................. 30

3. Cumulative Projects Trip Generation ..................................................................................................... 30

4. Cumulative Projects Trip Distribution and Assignment ................................................................. 30

5. Opening Year 2024 Cumulative Without Project Conditions ....................................................... 34

6. Opening Year 2024 Cumulative Plus Project Conditions ................................................................ 34 IV. RECOMMENDED IMPROVEMENTS .................................................................................................................... 42 A. Intersection Improvements ................................................................................................................................... 42 B. Roadway Improvements......................................................................................................................................... 43 V. VEHICLE MILES TRAVELED ANALYSIS ............................................................................................................ 47 A. Introduction ................................................................................................................................................................. 47 B. VMT Analysis ............................................................................................................................................................... 47 I. ALTERNATIVE SITE PLAN ..................................................................................................................................... 49 II. FINDINGS AND RECOMMENDATIONS .............................................................................................................. 52 A. Improvements ............................................................................................................................................................. 52 B. Traffic Signal Warrant Analysis ........................................................................................................................... 52 C. Site Circulation............................................................................................................................................................ 52 D. Safety and Operational Improvement ............................................................................................................... 53 E. Fair Share Calculations ............................................................................................................................................ 53 F. Specific Plan Signalization ..................................................................................................................................... 53 G. General Plan Conformance .................................................................................................................................... 53 H. Regional Funding Mechanisms ............................................................................................................................ 53

LIST OF FIGURES
Page
Figure 1 – Vicinity Map ................................................................................................................................................................. 2 Figure 2 – Project Site Plan .......................................................................................................................................................... 4 Figure 3 – Existing Lane Configuration and Traffic Control ........................................................................................ 10 Figure 4 – Existing Peak Hour Traffic Volumes................................................................................................................. 12 Figure 5 – Renaissance Specific Plan Amendment Vehicular Circulation Plan .................................................... 16 Figure 6 – Renaissance Specific Plan Amendment Truck Routes .............................................................................. 17 Figure 7 – Project Trip Distribution....................................................................................................................................... 20 Figure 8 – Project-Related Traffic Volumes ........................................................................................................................ 21 Figure 9 – Opening Year 2024 – Existing Plus Growth Traffic Volumes ................................................................. 24 Figure 10 – Opening Year 2024 – Existing Plus Growth Plus Project Traffic Volumes .................................... 27 Figure 11 – Location of Cumulative Projects ..................................................................................................................... 32 Figure 12 – Cumulative Projects Traffic Volumes ............................................................................................................ 33 Figure 13 – Opening Year 2024 Cumulative Without Project Traffic Volumes ................................................... 36 Figure 14 – Opening Year 2024 Cumulative Plus Project Traffic Volumes ........................................................... 39 Figure 15 – Alternative Project Site Plan ............................................................................................................................. 50

LIST OF TABLES
Page
Table 1 – Summary of Intersection Operation – Existing Conditions ...................................................................... 13 Table 2 – Summary of Roadway Analysis – Existing Conditions ............................................................................... 14 Table 3 – Summary of Project Trip Generation................................................................................................................. 19 Table 4 – Summary of Intersection Operation – Opening Year 2024 – Existing Plus Growth ....................... 25 Table 5 – Summary of Roadway Analysis – Opening Year 2024 – Existing Plus Growth ................................ 26 Table 6 – Summary of Intersection Operation – Opening Year 2024 – Existing + Growth Plus Project ... 28 Table 7 – Summary of Roadway Analysis – Opening Year 2024 – Existing + Growth + Project ................... 29 Table 8 – Summary of Cumulative Projects ........................................................................................................................ 31 Table 9 – Summary of Intersection Operation – Opening Year 2024 Cumulative Without Project ............ 37 Table 10 – Summary of Roadway Analysis – Opening Year 2024 Cumulative Without Project ................... 38 Table 11 – Summary of Intersection Operation – Opening Year 2024 Cumulative Plus Project ................. 40 Table 12 – Summary of Roadway Analysis – Opening Year 2024 Cumulative Plus Project ........................... 41 Table 13 – Summary of Intersection Operation with Proposed Improvements ................................................. 44 Table 14 – Summary of Project Fair Share for Improvements ................................................................................... 45 Table 15 – Traffic Improvement Fair-Share Cost ............................................................................................................. 46 Table 16 – Summary of Alternative Project Trip Generation ...................................................................................... 51

APPENDICES
APPENDIX A: APPROVED SCOPING AGREEMENT
APPENDIX B: TRAFFIC COUNT DATA SHEETS
APPENDIX C: PCE WORKSHEETS
APPENDIX D: INTERSECTION ANALYSIS WORKSHEETS
APPENDIX E: CUMULATIVE PROJECTS INFORMATION
APPENDIX F: SIGNAL WARRANT ANALYSIS WORKSHEETS
APPENDIX G: REROUTED EXISTING VOLUMES FOR PLUS PROJECT SCENARIOS

Miro Way and Ayala Drive Warehouse Project - 1 - Kimley-Horn and Associates, Inc.

Traffic Study February 2025

TRAFFIC STUDY

FOR THE PROPOSED

MIRO WAY AND AYALA DRIVE WAREHOUSE PROJECT

IN THE CITY OF RIALTO
I. INTRODUCTION
A. Purpose of the TIA and Study Objectives
This Traffic Study has been prepared to address the traffic-related effects of the proposed Miro Way and Ayala Drive Warehouse project in the City of Rialto.

This traffic study has been conducted in accordance with the traffic study requirements of the City of Rialto, based on the City’s Traffic Impact Analysis Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment (LOS) (October 2021), and in accordance with San Bernardino Association of Governments (SANBAG) Congestion Management Program (CMP) requirements.

This study addresses existing and short-term future traffic conditions, taking into account the project trips to be generated by the project and potential project-related effects on the surrounding circulation system.

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

The project will be evaluated for the following conditions:
• Existing Conditions
• Opening Year 2024 – Existing Plus Growth
• Opening Year 2024 – Existing Plus Growth Plus Project • Opening Year 2024 Cumulative – Without Project
• Opening Year 2024 Cumulative – With Project
B. Site Plan Location and Study Area
The project is located in the northwestern area of the City of Rialto, and is shown in its regional setting on a vicinity map on Figure 1. The project site (approximately 20.76 acres) is bounded by vacant land and a truck repair shop to the north, industrial uses to the south, Ayala Drive and Fitzgerald Avenue to the east, and Linden Avenue to the west. The project site is located within the Renaissance Specific Plan area.

N Ayala Dr
N Cedar Ave Baseline Rd Renaissance Pkwy
Locust Ave
Maple Ave
Linden Ave
Laurel Ave Casmalia St Miro Way
Cactus Ave Bohnert Ave Riverside Ave
Fitzgerald
Ave
Alder Ave
Sierra Ave 210 CALIFORNIA FIGURE 1 VICINITY MAP
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C. Development Project Identification
Pending
D. Development Project Description
The project will involve the construction of 2 separate warehouses totaling 428,715 square feet (SF). A copy of the project site plan is provided on Figure 2. The site is located within the Renaissance Specific Plan, which is located generally between Renaissance Parkway on the north, Baseline Road on the south, Ayala Drive and Fitzgerald Avenue on the east, and Linden Avenue on the west. The Renaissance Specific Plan area covers 1,445 acres, with 81 separate Planning Areas, and is approved for a variety of land uses, including residential, commercial, industrial, and employment uses. The Specific Plan was approved for build-out in three separate phases, over a 20-year period. An amendment to the Specific Plan was approved in December 2016.

The Miro Way and Ayala Drive Warehouse development is located within Planning Areas 126 and 133 of the Renaissance Specific Plan Amendment. It should be noted that Planning Area 123 is included as a part of the Project, but only for rezoning purposes and does not include proposed building square footage within PA 123. The Project would include the rezone of Planning Area 123 (north of Miro Way) from School to General Commercial with a Residential Overlay. The Project would also include the rezone of Planning Areas 126 and 133 (south of Miro Way) from Park and Employment (with a designated Park Overlay) to Business Center, to allow for the development of two industrial warehouses.

Direct vehicular access provisions for the project site would consist of the following:
• Building 1
o One shared (with Building 2) full-movement driveway for both trucks and passenger cars on Miro Way
• Building 2
o One shared (with Building 1) full-movement driveway for both trucks and passenger cars on Miro Way
o One full-movement driveway for both trucks and passenger cars on Miro Way o One right-in right-out (RIRO) driveway for passenger cars on Ayala Drive o One RIRO driveway for trucks and passenger cars on Ayala Drive The proposed opening year for the project is Year 2024. The project will be developed in a single project phase. The project site is located approximately 0.5 miles from the City of Rialto’s border with the City of Fontana.

FIGURE 2 PROJECT SITE PLAN
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Hours of Operation
The tenant(s) of the warehouse facility has not been identified; therefore, the precise nature of facility operations cannot be determined at this time. Any future occupant would be required to adhere to the pertinent City regulations. The hours of operation are assumed to be 7 days a week, 24 hours per day.

E. Analysis Methodology

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

The City of Rialto guidelines require analysis of traffic operations to be based on the vehicular delay methodologies of the HCM (Transportation Research Board Special Report 209). The intersection analysis for the proposed project has been accomplished using the VISTRO software program and using the specified input parameters outlined in the City’s Traffic Impact Analysis Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment (LOS).

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

2. Level of Service Standards and Measure of Significance Under CEQA Guidelines section 15064.3, automobile delay is no longer considered an environmental impact and is only analyzed for compliance with the City’s General Plan. The City of Rialto, per the City of Rialto 2010 General Plan Update, establishes minimum Level of Service standards. According to Policy 4-1.20 of the General Plan document, the City requires that signalized intersections operate at LOS D or better during the morning and evening peak hours.

The City’s Traffic Study Guidelines require new development to mitigate project-related effects that cause the Level of Service to fall below LOS D, or cause the peak hour delay to increase as follows:
- LOS A/B – by 10.0 seconds
- LOS C – by 8.0 seconds
- LOS D – by 5.0 seconds
- LOS E – by 2.0 seconds
- LOS F – by 1.0 seconds
The City’s traffic study guidelines require unsignalized intersections to operate with no vehicular movement having an average delay exceeding 120 seconds during the morning and evening peak hours.

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

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

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

D
This level encompasses a zone of increasing restriction, approaching instability at the intersection. Delays to approaching vehicles may be substantial during short peaks within the peak period; however, enough cycles with lower demand occur to permit periodic clearance of developing queues, thus preventing excessive backups.

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

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

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

LEVEL OF SERVICE CRITERIA

FOR SIGNALIZED AND UNSIGNALIZED INTERSECTIONS
Level of
Service
Signalized Intersection
(Average delay per vehicle,
in seconds) 1
Unsignalized Intersections
(Average delay per vehicle,
in seconds) 2
A < 10 0 – 10
B > 10 – 20 > 10 – 15
C > 20 – 35 > 15 – 25
D > 35 – 55 > 25 – 35
E > 55 – 80 > 35 – 50
F > 80 > 50

1 Source: Highway Capacity Manual (HCM 7th Edition) , Exhibit 19-8. 2 Source: Highway Capacity Manual (HCM 7th Edition), Exhibit 20-2.

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

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

Source: City of Rialto Traffic Impact Analysis Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment (LOS) (2021)
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II. AREA CONDITIONS
A. Identify Study Area and Intersections
This traffic study includes documentation of existing conditions, analysis of cumulative traffic conditions, and identification of project-related effects at the following study intersections:

Study Intersections:

1. Alder Avenue at SR-210 Westbound Ramps

2. Alder Avenue at SR-210 Eastbound Ramps

3. Alder Avenue at Renaissance Parkway

4. Alder Avenue at Baseline Road

5. Ayala Drive at Renaissance Parkway

6. Ayala Drive at Fitzgerald Avenue

7. Ayala Drive at Miro Way

8. Ayala Drive at Baseline Road

9. Linden Avenue at Miro Way

10. Linden Avenue at Baseline Road
In addition, the following roadway segments were analyzed:
• Alder Avenue: SR-210 WB Ramps to SR-210 EB Ramps
• Alder Avenue: SR-210 EB Ramps to Renaissance Parkway
• Alder Avenue: Renaissance Parkway to Baseline Road
• Linden Avenue: Miro Way to Baseline Road
• Ayala Drive: Renaissance Parkway to Fitzgerald Avenue • Ayala Drive: Miro Way to Baseline Road
• Baseline Road: Alder Avenue to Linden Avenue
• Baseline Road: Linden Avenue to Ayala Drive
The study locations were established in conjunction with City staff through the Scoping Agreement process (Exhibit A of the City of Rialto Traffic Impact Analysis Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment (LOS)). A copy of the approved Scoping Agreement is provided in Appendix A. It should be noted that since approval of the Scoping Agreement, the site plan has been modified to a smaller building footprint and square footage, compared to the site plan that was provided in the approved Scoping Agreement. As a conservative approach, the study locations noted above are consistent with the locations noted in the approved Scoping Agreement and have remained as part of the traffic analysis for this project. New traffic counts were collected (March 2023) for all study locations.

B. Description of Existing Roads, Traffic Control, and Intersection Geometrics Regional access to the site is provided primarily by the State Route 210 (SR-210) Freeway, approximately 2/3-mile to the north of the project site. In addition, the I-215 Freeway is located approximately 5.5 miles to the east of the site; the I-15 Freeway is approximately 6.5 miles to the west of the site, and access to the I-10 Freeway is approximately 4 miles to the south.

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Existing lane configurations and intersection controls at the study intersections at the time the traffic counts were collected (March 2023) are shown on Figure 3. The following provides a description of the roadways surrounding the project site.

Alder Avenue – Alder Avenue is located approximately 1 mile west of the project site and is designated as a Major Arterial in the Renaissance Specific Plan Amendment, with four travel lanes, a bike lane in each direction, and a raised median within 100 feet of right-of-way. Alder Avenue is a truck route between Baseline Road to Casa Grande Drive. The posted speed limit on Alder Avenue is 50 miles per hour (mph) and on-street parking is not allowed.

Linden Avenue – Linden Avenue is designated as a Secondary Arterial and would provide four travel lanes within 80 feet of right-of-way. Linden Avenue is a designated truck route from Baseline Road to Miro Way and north of Casmalia Street, with truck access restricted to local deliveries between Casmalia Street and Miro Way. The posted speed limit along Linden Avenue is 35 mph. Linden Avenue would provide access to the project site via one signalized fullmovement driveway at the intersection of Linden Avenue and Miro Way.

Ayala Drive – Ayala Drive is designated as a Secondary Arterial and would provide four travel lanes and a bike lane in each direction. Ayala Drive is designated as a truck route throughout the Renaissance Specific Plan area with truck access restricted from Baseline Road to Renaissance Parkway. The posted speed limit along Ayala Drive is 45 mph. Ayala Drive will form the east boundary of the project site. Ayala Drive would provide access to the project site via one signalized full-movement driveway at the intersection of Ayala Drive and Miro Way.

Renaissance Parkway – The City of Rialto Circulation Element refers to the Renaissance Specific Plan for roadway classifications within the Specific Plan area. The Renaissance Specific Plan designates Renaissance Parkway as a Major Arterial west of Ayala Drive and a Secondary Arterial between Ayala Drive and the Renaissance Specific Plan eastern boundaries. Within the project area, Renaissance Parkway would provide four travel lanes with bike lanes and a raised median within 108 feet of right-of-way. Renaissance Parkway extends in an east-west orientation through and beyond the boundaries of the City of Rialto, changing to Highland Avenue to the west and Easton Street to the east. Renaissance Parkway connects with north-south streets that have interchanges with the SR-210 Freeway to the north, and the I-10 Freeway to the south.

Renaissance Parkway is a truck route between Alder Avenue and Locust Avenue, and east of Ayala Drive; with truck access restricted to local deliveries between Locust Avenue and Ayala Drive, and west of Alder Avenue. The posted speed limit along Renaissance Parkway is 45 mph.

Baseline Road – Baseline Road is designated as a Major Arterial. Baseline Road would provide four travel lanes and a bike lane in each direction within 80 feet of right-of-way. Baseline Road is a designated truck route from Ayala Drive to Linden Avenue. The posted speed limit along Baseline Road is 50 mph.
210
CALIFORNIA Ayala Dr
Baseline Rd
Renaissance Pkwy
Miro Way Alder Ave Linden Ave Fitzgerald Ave
FIGURE 3

EXISTING LANE CONFIGURATION AND

TRAFFIC CONTROL
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NOT TO SCALE

1. Alder Ave
at SR-210 WB Ramps

3. Alder Ave
at Renaissance Pkwy

2. Alder Ave
at SR-210 EB Ramps

8. Ayala Dr
at Baseline Rd

9. Linden Ave
at Miro Way
LEGEND:
= Study Intersection
= Turn or Through Lane
= Signal
= Stop Sign
= Study Roadway Segment

6. Ayala Dr
at Fitzgerald Ave
FUTURE

INTERSECTION

10. Linden Ave
at Baseline Rd

5. Ayala Dr
at Renaissance Pkwy

4. Alder Ave
at Baseline Rd

7. Ayala Dr
at Miro Way
= Project Site
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C. Existing Traffic Volumes
Traffic count data included vehicle classifications for passenger vehicles and trucks. Vehicle classifications are necessary to compute Passenger Car Equivalent (PCE) volumes, which are used in the traffic analysis to address the effects of truck traffic on intersection and roadway operation. Copies of the traffic count data worksheets are provided in Appendix B.

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

D. Existing Delay and Level of Service
Peak Hour Operating Conditions
Intersection Level of Service analysis was conducted for the morning and evening peak hours using the analysis procedures and assumptions described previously in this report. The results of the intersection analysis for Existing Conditions are shown on Table 1. Review of this table indicates that the study intersections currently operate at an acceptable Level of Service.

Copies of Existing Conditions intersection analysis worksheets are provided in Appendix D.

Daily Roadway Operating Conditions
Roadway Level of Service analysis was conducted based on the roadway capacities presented previously in this report. The results of the roadway analysis for Existing Conditions are shown on Table 2. Review of this table indicates that the study roadway segments currently operate at an acceptable LOS.
210
CALIFORNIA Ayala Dr
Baseline Rd
Renaissance Pkwy
Miro Way Alder Ave Linden Ave Fitzgerald Ave
FIGURE 4

EXISTING PEAK HOUR TRAFFIC VOLUMES
LEGEND:
= Study Intersection
= AM/PM Peak Hour
Turning Movement
Volumes

NOT TO SCALE

1. Alder Ave
at SR-210 WB Ramps

3. Alder Ave
at Renaissance Pkwy

2. Alder Ave
at SR-210 EB Ramps

8. Ayala Dr
at Baseline Rd

9. Linden Ave
at Miro Way

6. Ayala Dr
at Fitzgerald Ave
FUTURE

INTERSECTION

10. Linden Ave
at Baseline Rd

5. Ayala Dr
at Renaissance Pkwy

4. Alder Ave
at Baseline Rd

7. Ayala Dr
at Miro Way
= Project Site
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TABLE 1

SUMMARY OF INTERSECTION OPERATION

EXISTING CONDITIONS
Traffic
Control Delay LOS Delay LOS
1 Alder Avenue at SR-210 WB Ramps S 32.0 C 29.7 C
2 Alder Avenue at SR-210 EB Ramps S 24.7 C 29.3 C
3 Alder Avenue at Renaissance Parkway S 27.1 C 26.1 C
4 Alder Avenue at Baseline Road S 35.5 D 30.8 C
5 Ayala Drive at Renaissance Parkway S 21.5 C 25.3 C
6 Ayala Drive at Fitzgerald Avenue S 6.7 A 6.9 A
7 Ayala Drive at Miro Way
8 Ayala Drive at Baseline Road S 28.4 C 29.8 C
9 Linden Avenue at Miro Way S 6.3 A 8.2 A
10 Linden Avenue at Baseline Road S 28.8 C 28.7 C
AM Peak Hour PM Peak Hour
Notes:
- Bold and shaded values indicate intersections operating at an unacceptable Level of Service. - At a signalized intersection, delay refers to the average control delay for the entire intersection, measured in seconds per vehicle.
- At a two-way stop-controlled intersection, delay refers to the average vehicle delay on the worst (highest delay) movement.
- Delay values are based on the methodology outlined in the Highway Capacity Manual, (7th Edition).

S = Signalized
U = Unsignalized
IntersectionInt. #

FUTURE INTERSECTION
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SR-210 WB Ramps to SR-210 EB Ramps 4 Lanes Divided 32,999 16,020 Yes SR-210 EB Ramps to Renaissance Parkway 4 Lanes Divided 32,999 23,147 YesRenaissance Parkway to Baseline Road 4 Lanes Divided 32,999 18,946 Yes Linden Avenue Miro Way to Baseline Road 4 Lanes Divided 32,999 9,062 Yes Renaissance Parkway to Fitzgerald Avenue 4 Lanes Divided 32,999 25,610 YesMiro Way to Baseline Road 4 Lanes Divided 32,999 21,446 YesAlder Avenue to Linden Avenue 4 Lanes Divided 32,999 12,697 YesLinden Avenue to Ayala Drive 4 Lanes Divided 32,999 13,739 Yes Notes: LOS = Level of Service ADT = Average Daily Traffic Alder Avenue
TABLE 2

SUMMARY OF ROADWAY ANALYSIS

EXISTING CONDITIONS
LOS D
Capacity
Current
Configuration
Existing
ADT
LOS D
or Better? SegmentRoadway
Baseline Road
Ayala Drive
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E. General Plan Circulation Element
The General Plan Circulation Element references the Renaissance Specific Plan for roadway designations for the project site and the surrounding vicinity. The original Renaissance Specific Plan was approved in 2010. An amendment to the specific plan – the Renaissance Specific Plan Amendment (RSPA) was approved in December 2016. A copy of the RSPA Vehicular Circulation Plan is provided on Figure 5. Designated truck routes in the RSPA area are shown on Figure 6.

Beyond the Specific Plan area, Alder Avenue, Locust Avenue, and Ayala Drive continue as truck routes to the north, with only Ayala Drive continuing as a truck route to the south (changing name to Cedar Avenue at Baseline Road). Baseline Road and Casmalia Avenue continue to the west as truck routes outside the Specific Plan area, and Baseline Road continues as a truck route to the east.

F. Transit Service
Transit service to the project area is provided via the OmniTrans transit lines, which serve various San Bernardino cities in the area. Bus stops in the project vicinity are located along Renaissance Parkway, approximately 4,000 ft to the north, Baseline Road, approximately 1,000 ft to the south and Linden Avenue approximately 500 ft to the west. A description of the bus routes serving the project area is provided below.

OmniTrans Route 10 operates between the City of Fontana and the City of San Bernardino, traveling through Rialto along Baseline Road in the project vicinity. Route 10 operates on weekdays from 6:30 AM to 7:30 PM with approximately 1-hour headways (the time between bus arrivals), on Saturdays from 6:20 AM to 7:00 PM with approximately 1-hour headways, and on Sundays from 7:10 AM to 6:00 PM with approximately 1-hour headways.

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

OmniTrans Route 312 operates between the City of San Bernardino and the City of Fontana through Cal State San Bernardino and Rialto, along Renaissance Parkway and Linden Avenue in the project vicinity. Route 312 operates on weekdays from 5:20 AM to 10:30 PM with approximately 1-hour headways, on Saturdays and Sundays from 7:15 AM to 6:50 PM with approximately 1-hour headways.

FIGURE 5 RENAISSANCE SPECIFIC PLAN AMENDMENT VEHICULAR CIRCULATION PLAN - 16 -
Fitzgerald Ave
Ayala Dr Baseline Rd
Linden Ave
Locust Ave
Alder Ave Renaissance Pkwy Casmalia St FIGURE 6 RENAISSANCE SPECIFIC PLAN AMENDMENT TRUCK ROUTES - 17 -
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III. PROJECTED FUTURE TRAFFIC
A. Project Traffic

1. Project Trip Generation
Trip generation estimates for the Miro Way and Ayala Drive Warehouse project are based on daily and peak hourly trip generation rates obtained from the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition). ITE trip generation estimates for the project are based on the trip generation rates for ITE Land Use 150: Warehousing.

Passenger car equivalent (PCE) factors were then applied to the truck types, based on number of axles (1.5 PCE for 2-axle trucks, 2.0 PCE for 3-axle trucks, and 3.0 PCE for 4+-axle trucks) to determine the total PCE volumes to be generated by the project. The trip generation rates and PCE factors, and the resulting trip generation estimates for the project are summarized on Table

3. The project is estimated to generate 1,128 PCE trips on a daily basis, with 123 trips in the morning peak hour, and 131 trips in the evening peak hour.

2. Trip Distribution and Assignment
Trip distribution assumptions for the project were developed by considering the proposed site uses, the location of the site access points and assumed percentages in and out of each access points and the routes to and from nearby roadway gates and the freeway system. It should be noted that a Truck Route Moratorium was adopted by the City of Rialto on December 13, 2022, which has designated Alder Avenue and Baseline Road as truck routes. As such, trucks will enter the project site from the SR-210 freeway by using the Alder Avenue/SR-210 interchange, head south on Alder Avenue, then head east on Baseline Road, and then north on Ayala Drive to Miro Way to access the project site. Trucks exiting the project site to head to the SR-210 freeway would head east on Miro Way, then south on Ayala Drive, west on Baseline Road, and then north on Alder Avenue to access the SR-210 freeway. Trip distribution patterns are shown on Figure 7.

Trip distribution percentages at each study intersection were applied to the project trip generation to determine the project trips through each intersection. The resulting project-related peak hour trips at the study intersections are shown on Figure 8.

3. Volume Redistribution
Based on discussion with City staff, the extension of Miro Way from Linden Avenue to Ayala Drive would provide a more direct route for existing vehicles to/from the SR-210 freeway by using Miro Way instead of Baseline Road or Renaissance Parkway to access Ayala Drive and Alder Avenue. As such, a percentage of existing traffic was rerouted from Baseline Road and Renaissance Parkway to Miro Way between Linden Avenue and Ayala Drive in the Plus Project scenarios. The rerouted existing peak hour and daily volumes for the Plus Project scenarios are provided in Appendix G.

ITE AM Peak Hour PM Peak Hour
Code Unit Daily In Out Total In Out Total
150 KSF 1.710 0.131 0.039 0.170 0.050 0.130 0.180
AM Peak Hour PM Peak Hour
Quantity Unit Daily In Out Total In Out Total
428.715 KSF 733 56 17 73 21 56 77
Passenger Vehicles 60.00% 440 34 10 44 13 34 47
Trucks 40.00% 293 22 7 29 8 22 30
AM Peak Hour PM Peak Hour
Daily In Out Total In Out Total
Passenger Vehicles 60.00% 440 1.0 440 34 10 44 13 34 47 2-Axle Trucks 0.80% 6 1.5 9 1 0 1 0 1 1
3-Axle Trucks 11.20% 82 2.0 164 13 4 17 5 13 18
4+ Axle Trucks 28.00% 205 3.0 615 47 14 61 18 47 65
Total Truck PCE Trips 788 61 18 79 23 61 84
Total Project PCE Trips 1,228 95 28 123 36 95 131
PCE = Passenger Car Equivalent

PROJECT TRIPS - PASSENGER CAR EQUIVALENTS (PCE)
Vehicle Type
Vehicle
Mix 2
Daily
Vehicles
PCE
Factor
Warehousing
2 Source: City of Rialto Traffic Impact Analysis Guidelines for VMT and LOS Assessment (October, 2021) 1 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition KSF = Thousand Square Feet
TRIP GENERATION RATES 1
ITE Land Use
Warehousing

PROJECT TRIP GENERATION
Project Land Use
TABLE 3

SUMMARY OF PROJECT TRIP GENERATION

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210 CALIFORNIA Ayala Dr Baseline Rd Renaissance Pkwy Miro Way Alder Ave
Linden
Ave
Fitzgerald
Ave FIGURE 7 PROJECT TRIP DISTRIBUTION
- 20 - LEGEND:= Study Intersection = Passenger Car Renaissance Marketplace Trip Distribution = Truck Trip Distribution = Project Site 210
CALIFORNIA Ayala Dr
Baseline Rd
Renaissance Pkwy
Miro Way Alder Ave Linden Ave Fitzgerald Ave
FIGURE 8

PROJECT-RELATED TRAFFIC VOLUMES

NOT TO SCALE

1. Alder Ave
at SR-210 WB Ramps

2. Alder Ave
at SR-210 EB Ramps

8. Ayala Dr
at Baseline Rd

9. Linden Ave
at Miro Way

6. Ayala Dr
at Fitzgerald Ave

10. Linden Ave
at Baseline Rd

5. Ayala Dr
at Renaissance Pkwy

4. Alder Ave
at Baseline Rd

7. Ayala Dr
at Miro Way
LEGEND:
= Study Intersection
= AM/PM Peak Hour
Turning Movement
Volumes
= Project Site
- 21 -

3. Alder Ave
at Renaissance Pkwy
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B. Existing Plus Growth Plus Project Traffic (Opening Year 2024) The project Opening Year is anticipated to be Year 2024. Local roadway and intersection improvements that are currently underway or have been conditioned on other projects are expected to be in place by the Project Opening Year 2024.

1. Ambient Growth Rate
An ambient growth rate of 2.0% per year to Opening Year 2024 was applied to existing peak hour traffic volumes to develop Existing Plus Growth forecasts. The resulting daily and peak hour Existing Plus Growth without the project (Opening Year 2024) traffic volumes are shown on Figure 9.

Project traffic was then added to develop Existing Plus Growth Plus Project (Opening Year 2024) traffic forecasts. Existing Plus Growth Plus Project daily and peak hour traffic volumes are shown on Figure 10.

2. Opening Year 2024 Existing Plus Growth
Peak Hour Operating Conditions
Intersection Level of Service analysis was conducted for Existing Plus Growth without the project (Opening Year 2024). The results are shown on Table 4. Intersection analysis worksheets for this scenario are provided in Appendix D.

Review of this table indicates that with the addition of ambient growth, the study intersections would continue to operate at an acceptable LOS.

Daily Roadway Operating Conditions
Roadway Level of Service analysis was conducted for the Existing Plus Growth conditions and the results are shown on Table 5. Review of this table indicates that the study roadway segments would continue to operate at an acceptable LOS.

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3. Opening Year 2024 Existing Plus Growth Plus Project
Peak Hour Operating Conditions
Intersection Level of Service analysis was conducted for the Existing Plus Growth Plus Project conditions. The results of the intersection analysis are shown on Table 6. Review of this table indicates that, with the addition of ambient growth and project traffic, the following study intersection would operate at an unacceptable LOS:
• #7 - Ayala Drive at Miro Way: PM – LOS E
The Level of Service for an unsignalized intersection is reported based on the single approach movement with the highest delay, which in this case, would be the eastbound approach for intersection #7. While the side street approach operates at a deficient Level of Service based on the highest delay approach, the overall intersection delay would be acceptable. Any queuing that occurs on the side street is contained on the minor intersection approach and does not impact the progression of traffic on the main arterial.

Daily Roadway Operating Conditions
Roadway Level of Service analysis was conducted for the Existing Plus Growth Plus Project condition and the results are shown on Table 7. Review of this table indicates that the study roadway segments would continue to operate at an acceptable LOS. 210
CALIFORNIA Ayala Dr
Baseline Rd
Renaissance Pkwy
Miro Way Alder Ave Linden Ave Fitzgerald Ave
FIGURE 9
OPENING YEAR 2024 - EXISTING PLUS

GROWTH TRAFFIC VOLUMES

NOT TO SCALE

1. Alder Ave
at SR-210 WB Ramps

2. Alder Ave
at SR-210 EB Ramps

8. Ayala Dr
at Baseline Rd

9. Linden Ave
at Miro Way

6. Ayala Dr
at Fitzgerald Ave
FUTURE

INTERSECTION

10. Linden Ave
at Baseline Rd

5. Ayala Dr
at Renaissance Pkwy

4. Alder Ave
at Baseline Rd

7. Ayala Dr
at Miro Way
LEGEND:
= Study Intersection
= AM/PM Peak Hour
Turning Movement
Volumes
= Project Site
- 24 -

3. Alder Ave
at Renaissance Pkwy
TABLE 4

SUMMARY OF INTERSECTION OPERATION
OPENING YEAR 2024 - EXISTING PLUS GROWTH
Traffic
Control Delay LOS Delay LOS
1 Alder Avenue at SR-210 WB Ramps S 32.2 C 30.5 C
2 Alder Avenue at SR-210 EB Ramps S 25.2 C 30.1 C
3 Alder Avenue at Renaissance Parkway S 27.4 C 26.2 C
4 Alder Avenue at Baseline Road S 36.1 D 31.1 C
5 Ayala Drive at Renaissance Parkway S 21.7 C 25.6 C
6 Ayala Drive at Fitzgerald Avenue S 6.8 A 7.0 A
7 Ayala Drive at Miro Way
8 Ayala Drive at Baseline Road S 28.8 C 30.2 C
9 Linden Avenue at Miro Way S 6.3 A 8.2 A
10 Linden Avenue at Baseline Road S 28.7 C 28.8 C
Notes:
- Bold and shaded values indicate intersections operating at an unacceptable Level of Service. - At a signalized intersection, delay refers to the average control delay for the entire intersection, measured in seconds per vehicle.
- At a two-way stop-controlled intersection, delay refers to the average vehicle delay on the worst (highest delay) movement.
- Delay values are based on the methodology outlined in the Highway Capacity Manual, (7th Edition).

S = Signalized
U = Unsignalized

FUTURE INTERSECTION
AM Peak Hour PM Peak Hour
IntersectionInt. #
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Roadway Segment LOS D Capacity Existing ADT Existing Plus Growth ADT LOS D or Better? SR-210 WB Ramps to SR-210 EB Ramps 32,999 16,020 16,340 YesSR-210 EB Ramps to Renaissance Parkway 32,999 23,147 23,610 YesRenaissance Parkway to Baseline Road 32,999 18,946 19,325 Yes Linden Avenue Miro Way to Baseline Road 32,999 9,062 9,243 Yes Renaissance Parkway to Fitzgerald Avenue 32,999 25,610 26,122 YesMiro Way to Baseline Road 32,999 21,446 21,875 YesAlder Avenue to Linden Avenue 32,999 12,697 12,951 YesLinden Avenue to Ayala Drive 32,999 13,739 14,014 Yes Notes: LOS = Level of Service
TABLE 5

SUMMARY OF ROADWAY ANALYSIS
OPENING YEAR 2024 - EXISTING PLUS GROWTH
ADT = Average Daily Traffic
Alder Avenue
Ayala Drive
Baseline Road
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210
CALIFORNIA Ayala Dr
Baseline Rd
Renaissance Pkwy
Miro Way Alder Ave Linden Ave Fitzgerald Ave
FIGURE 10
OPENING YEAR 2024 - EXISTING PLUS GROWTH

PLUS PROJECT TRAFFIC VOLUMES

NOT TO SCALE

1. Alder Ave
at SR-210 WB Ramps

2. Alder Ave
at SR-210 EB Ramps

8. Ayala Dr
at Baseline Rd

9. Linden Ave
at Miro Way

6. Ayala Dr
at Fitzgerald Ave

10. Linden Ave
at Baseline Rd

5. Ayala Dr
at Renaissance Pkwy

4. Alder Ave
at Baseline Rd

7. Ayala Dr
at Miro Way
LEGEND:
= Study Intersection
= AM/PM Peak Hour
Turning Movement
Volumes
= Project Site
- 27 -

3. Alder Ave
at Renaissance Pkwy
Delay LOS Delay LOS Delay LOS Delay LOS
1 Alder Avenue at SR-210 WB Ramps S 32.2 C 33.0 C 0.8 No 30.5 C 32.5 C 2.0 No2 Alder Avenue at SR-210 EB Ramps S 25.2 C 26.7 C 1.5 No 30.1 C 31.9 C 1.8 No3 Alder Avenue at Renaissance Parkway S 27.4 C 27.5 C 0.1 No 26.2 C 26.2 C 0.0 No4 Alder Avenue at Baseline Road S 36.1 D 37.2 D 1.1 No 31.1 C 31.1 C 0.0 No5 Ayala Drive at Renaissance Parkway S 21.7 C 21.6 C -0.1 No 25.6 C 25.5 C -0.1 No6 Ayala Drive at Fitzgerald Avenue S 6.8 A 6.7 A -0.1 No 7.0 A 7.0 A 0.0 No7 Ayala Drive at Miro Way U - - 27.6 D - No - - 47.9 E - Yes 8 Ayala Drive at Baseline Road S 28.8 C 32.1 C 3.3 No 30.2 C 30.5 C 0.3 No9 Linden Avenue at Miro Way S 6.3 A 7.4 A 1.1 No 8.2 A 10.4 B 2.2 No 10 Linden Avenue at Baseline Road S 28.7 C 29.1 C 0.4 No 28.8 C 29.1 C 0.3 No TABLE 6

SUMMARY OF INTERSECTION OPERATION
OPENING YEAR 2024 - EXISTING PLUS GROWTH PLUS PROJECT
PM Peak HourAM Peak Hour
Int. # Intersection Without Project Change
In Delay
ProjectRelated
Effect?
Traffic
Control Change
In Delay
ProjectRelated
Effect?
Without Project With ProjectWith Project
Notes:- Bold and shaded values indicate intersections operating at an unacceptable Level of Service. - At a signalized intersection, delay refers to the average control delay for the entire intersection, measured in seconds per vehicle. - At a two-way stop-controlled intersection, delay refers to the average vehicle delay on the worst (highest delay) movement. - Delay values are based on the methodology outlined in the Highway Capacity Manual, (7th Edition).

S = SignalizedU = Unsignalized
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Roadway Segment LOS D Capacity Existing ADT (Rerouted) Existing Plus Growth ADT Daily Project Traffic Existing + Growth + Project ADT LOS D or Better? SR-210 WB Ramps to SR-210 EB Ramps 32,999 16,020 16,340 389 16,729 YesSR-210 EB Ramps to Renaissance Parkway 32,999 23,147 23,610 779 24,389 YesRenaissance Parkway to Baseline Road 32,999 18,946 19,325 779 20,104 Yes Linden Avenue Miro Way to Baseline Road 32,999 8,762 8,937 500 9,437 Yes Renaissance Parkway to Fitzgerald Avenue 32,999 26,330 26,857 264 27,121 YesMiro Way to Baseline Road 32,999 21,146 21,569 433 22,002 YesAlder Avenue to Linden Avenue 32,999 12,697 12,951 823 13,774 YesLinden Avenue to Ayala Drive 32,999 13,439 13,708 455 14,163 Yes Notes: LOS = Level of Service ADT = Average Daily Traffic TABLE 7

SUMMARY OF ROADWAY ANALYSIS
OPENING YEAR 2024 - EXISTING PLUS GROWTH PLUS PROJECT
Alder Avenue
Ayala Drive
Baseline Road
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C. Cumulative Conditions (Existing Plus Growth Plus Cumulative Projects)

1. Cumulative Projects
In addition to ambient growth, traffic volumes for Cumulative Projects (approved and pending projects) were added to the Existing Plus Growth traffic volumes. Cumulative Projects consist of any project that has been approved and is not yet occupied, and projects that are in various stages of the application and approval process but have not yet been approved.

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

Cumulative Project traffic volumes are shown on Figure 12.

2. Background Growth Rate
As discussed earlier, an ambient growth rate of 2.0% per year to Opening Year 2024 was assumed for this analysis.

3. Cumulative Projects Trip Generation
Trip generation information for the Cumulative Projects was derived either from approved traffic studies, where available; or developed by Kimley-Horn if approved traffic studies were not available. Project information and trip generation assumptions for Cumulative Projects are provided in Appendix E.

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

TABLE 8

SUMMARY OF CUMULATIVE PROJECTS
Trip Generation Estimates
Project # Land Use Quantity Units AM Peak Hour PM Peak Hour Daily In Out Total In Out Total
Stater Bros
Hotel 100 ROOMS 817 31 22 53 31 29 60
High-Turnover (Sit-Down) Restaurant 2.000 KSF 254 12 11 23 13 9 22 Pass-by High-Turn (Sit-Down) Restaurant -57 0 0 0 -2 -2 -4 Fast-Food Restaurant w/o D.T. 1.000 KSF 716 26 18 44 13 13 26 Pass-by Fast-Food Restaurant -161 -6 -4 -10 -3 -3 -6
Fast-Food Restaurant w/ D.T. 5.440 KSF 2,699 126 121 247 92 85 177 Pass-by Fast-Food Restaurant -638 -31 -30 -61 -20 -20 -40 Gasoline Station w/ Conv. Mkt. & Car Wash 16 VFP 2,445 97 93 190 113 109 222 Pass-by Gasoline/Service Station -572 -21 -21 -42 -26 -26 -52 Site Internal Capture (10%) -693 -29 -27 -56 -26 -25 -51 Lytle Creek SP (10% of Capacity)
Single-Family Detached Housing 504 DU 4,823 95 284 379 321 188 509 Condominium 336 DU 1,952 25 123 148 117 58 175
3 Warehouse II (Baseline and Palmetto NEC) 90.726 KSF 158 12 4 16 5 13 18 Renaissance East
Specialty Retail Center 4.550 KSF 202 - - - 5 7 12
Pass-by Specialty Retail Center (10%) -40 0 0 0 -1 -1 -2 High-Turnover (Sit-Down) Restaurant 8.849 KSF 993 48 40 88 54 33 87 5 Hotel (SWC of Linden and Renaissance) 135 Occupied
Room 1,204 52 38 90 46 48 94
6 Morin Warehouse 200.000 KSF 1,193 77 22 99 26 78 104
7 Buildings 7, 8, and 9 Warehouse 540.427 KSF 3,224 216 57 273 73 218 291 8 SEC Casmalia / Linden Warehouse 136.220 KSF 813 54 13 67 18 55 73 9 Fuel Station/Fast Food at SWC of Casmalia / Ayala 7.000 KSF 4,419 202 188 390 174 164 338 10 NWC Baseline / Alder Warehouse 255.655 KSF 1,526 104 28 132 34 104 138 11 NWC Baseline / Tamarind Warehouse 156.500 KSF 935 65 18 83 23 65 88 12 Baseline / Palmetto Warehouse 99.999 KSF 599 41 12 53 13 41 54 13 Warehouse 78.680 KSF 698 32 31 63 34 35 67
14 Warehouse 87.189 KSF 524 25 24 49 26 25 51
15 Warehouse 116.429 KSF 500 24 24 48 25 25 50
16 Rialto Travel Center - FUELING
POSITIONS 5,532 277 276 553 256 259 515
17 PA 19 168.143 KSF 402 30 10 40 13 31 44
18 Fuel / FF / Market - FUELING
POSITIONS 9,993 557 556 1,113 454 454 908
19 Olive Grove Warehouse 679.607 KSF 1,981 149 45 194 58 157 215 20 Housing - DU 1,487 52 51 103 66 65 131
21 Shopping / Fast Food - KSF 4,651 44 44 88 99 98 197
22 Crow Holdings (N/S Baseline E/O Ayala) 668.524 KSF 1,163 88 26 114 34 93 127 23 Orbis (NEC Renaissance and Laurel) 135.408 KSF 236 18 5 23 7 19 26 24 Orbis Rialto II (PCE) 117.255 KSF 704 49 14 63 18 49 67 25 Renaissance Place Residential 435 DU 3,132 65 144 209 141 107 248 Total Project Trips 57,814 2,606 2,261 4,866 2,324 2,658 4,979 4 1
2 DU = Dwelling Units, KSF = 1,000 square feet, VFP = Vehicle Fueling Positions, DT = Drive-through Miro Way and Ayala Drive Warehouse Project
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N Ayala Dr
Alder Ave
N Cedar Ave Baseline RdRenaissance Pkwy
Locust Ave
Maple Ave
Linden Ave
Laurel Ave Casmalia St Miro Way
Cactus Ave Bohnert Ave Riverside Ave
Fitzgerald
Ave
Sierra Ave 210 CALIFORNIA FIGURE 11 LOCATION OF CUMULATIVE PROJECTS - 32 - = Cumulative Project LEGEND:
210
CALIFORNIA Ayala Dr
Baseline Rd
Renaissance Pkwy
Miro Way Alder Ave Linden Ave Fitzgerald Ave
FIGURE 12

CUMULATIVE PROJECTS TRAFFIC VOLUMES

NOT TO SCALE

1. Alder Ave
at SR-210 WB Ramps

2. Alder Ave
at SR-210 EB Ramps

8. Ayala Dr
at Baseline Rd

9. Linden Ave
at Miro Way

6. Ayala Dr
at Fitzgerald Ave

10. Linden Ave
at Baseline Rd

5. Ayala Dr
at Renaissance Pkwy

4. Alder Ave
at Baseline Rd

7. Ayala Dr
at Miro Way
LEGEND:
= Study Intersection
= AM/PM Peak Hour
Turning Movement
Volumes
= Project Site
- 33 -

3. Alder Ave
at Renaissance Pkwy
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5. Opening Year 2024 Cumulative Without Project Conditions Peak Hour Operating Conditions
Daily and peak hour traffic volumes for Opening Year 2024 Cumulative Without Project Conditions are shown on Figure 13. Intersection Level of Service results are shown on Table 9.

Review of this table indicates that, with the addition of Cumulative Projects traffic, the following intersections would operate at an unacceptable Level of Service:
• #1 - Alder Avenue at SR-210 WB Ramps: AM – LOS F, PM – LOS F • #2 - Alder Avenue at SR-210 EB Ramps: AM – LOS F, PM – LOS F • #3 - Alder Avenue at Renaissance Parkway: AM – LOS F, PM – LOS F Copies of intersection analysis worksheets for this scenario are provided in Appendix D.

Daily Roadway Operating Conditions
Roadway Level of Service analysis was conducted for Opening Year 2024 Cumulative without Project conditions and the results are shown on Table 10. Review of this table indicates that the following study roadway segment would operate at an unacceptable LOS:
• Alder Avenue: SR-210 EB Ramps to Renaissance Parkway

6. Opening Year 2024 Cumulative Plus Project Conditions Peak Hour Operating Conditions
Project traffic was added to Opening Year 2024 Cumulative traffic volumes to develop Opening Year 2024 Cumulative plus Project traffic forecast volumes. The resulting daily and peak hour traffic volumes are shown on Figure 14.

Intersection Level of Service analysis results are shown on Table 11. As this table indicates, with the addition of project traffic, the following intersections would continue to operate at an unacceptable Level of Service:
• #1 - Alder Avenue at SR-210 WB Ramps: AM – LOS F, PM – LOS F • #2 - Alder Avenue at SR-210 EB Ramps: AM – LOS F, PM – LOS F • #3 - Alder Avenue at Renaissance Parkway: AM – LOS F, PM – LOS F • #7 - Ayala Drive at Miro Way: PM – LOS F
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These intersections were also forecasted to operate at an unacceptable Level of Service under Opening Year Cumulative Without Project conditions. Based on the significance thresholds presented earlier in this report, the project effect is considered to be a cumulative effect at these intersections.

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

Daily Roadway Operating Conditions
Roadway Level of Service analysis results for Opening Year 2024 Cumulative Plus Project conditions are shown on Table 12. Review of this table indicates that the following study roadway segment would continue to operate at an unacceptable LOS:
• Alder Avenue: SR-210 EB Ramps to Renaissance Parkway
210
CALIFORNIA Ayala Dr
Baseline Rd
Renaissance Pkwy
Miro Way Alder Ave Linden Ave Fitzgerald Ave
FIGURE 13
OPENING YEAR 2024 CUMULATIVE TRAFFIC

VOLUMES

NOT TO SCALE

1. Alder Ave
at SR-210 WB Ramps

2. Alder Ave
at SR-210 EB Ramps

8. Ayala Dr
at Baseline Rd

9. Linden Ave
at Miro Way

6. Ayala Dr
at Fitzgerald Ave
FUTURE

INTERSECTION

10. Linden Ave
at Baseline Rd

5. Ayala Dr
at Renaissance Pkwy

4. Alder Ave
at Baseline Rd

7. Ayala Dr
at Miro Way
LEGEND:
= Study Intersection
= AM/PM Peak Hour
Turning Movement
Volumes
= Project Site
- 36 -

3. Alder Ave
at Renaissance Pkwy
TABLE 9

SUMMARY OF INTERSECTION OPERATION
OPENING YEAR 2024 CUMULATIVE WITHOUT PROJECT
Traffic
Control Delay LOS Delay LOS
1 Alder Avenue at SR-210 WB Ramps S 94.7 F 130.1 F
2 Alder Avenue at SR-210 EB Ramps S 135.6 F 131.7 F
3 Alder Avenue at Renaissance Parkway S 86.6 F 82.9 F
4 Alder Avenue at Baseline Road S 48.7 D 33.7 C
5 Ayala Drive at Renaissance Parkway S 22.7 C 26.1 C
6 Ayala Drive at Fitzgerald Avenue S 6.6 A 7.4 A
7 Ayala Drive at Miro Way
8 Ayala Drive at Baseline Road S 36.3 D 37.4 D
9 Linden Avenue at Miro Way S 5.9 A 7.4 A
10 Linden Avenue at Baseline Road S 29.1 C 29.0 C
Int. # Intersection
AM Peak Hour PM Peak Hour

FUTURE INTERSECTION
Notes:
- Bold and shaded values indicate intersections operating at an unacceptable Level of Service. - At a signalized intersection, delay refers to the average control delay for the entire intersection, measured in seconds per vehicle.
- At a two-way stop-controlled intersection, delay refers to the average vehicle delay on the worst (highest delay) movement.
- Delay values are based on the methodology outlined in the Highway Capacity Manual, (7th Edition).

S = Signalized
U = Unsignalized
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Roadway Segment LOS D Capacity Existing Plus Growth ADT Cumulative Projects ADT Opening Year + Cum. Projects ADT LOS D or Better? SR-210 WB Ramps to SR-210 EB Ramps 32,999 16,340 10,310 26,650 YesSR-210 EB Ramps to Renaissance Parkway 32,999 23,610 13,730 37,340 No Renaissance Parkway to Baseline Road 32,999 19,325 8,350 27,675 Yes Linden Avenue Miro Way to Baseline Road 32,999 9,243 720 9,963 Yes Renaissance Parkway to Fitzgerald Avenue 32,999 26,122 4,160 30,282 YesMiro Way to Baseline Road 32,999 21,875 2,930 24,805 YesAlder Avenue to Linden Avenue 32,999 12,951 2,610 15,561 YesLinden Avenue to Ayala Drive 32,999 14,014 3,310 17,324 Yes Notes: LOS = Level of Service ADT = Average Daily Traffic TABLE 10

SUMMARY OF ROADWAY ANALYSIS
OPENING YEAR 2024 CUMULATIVE WITHOUT PROJECT
Alder Avenue
Ayala Drive
Baseline Road
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210
CALIFORNIA Ayala Dr
Baseline Rd
Renaissance Pkwy
Miro Way Alder Ave Linden Ave Fitzgerald Ave
FIGURE 14
OPENING YEAR 2024 CUMULATIVE PLUS

PROJECT TRAFFIC VOLUMES

NOT TO SCALE

1. Alder Ave
at SR-210 WB Ramps

2. Alder Ave
at SR-210 EB Ramps

8. Ayala Dr
at Baseline Rd

9. Linden Ave
at Miro Way

6. Ayala Dr
at Fitzgerald Ave

10. Linden Ave
at Baseline Rd

5. Ayala Dr
at Renaissance Pkwy

4. Alder Ave
at Baseline Rd

7. Ayala Dr
at Miro Way
LEGEND:
= Study Intersection
= AM/PM Peak Hour
Turning Movement
Volumes
= Project Site
- 39 -

3. Alder Ave
at Renaissance Pkwy
Delay LOS Delay LOS Delay LOS Delay LOS
1 Alder Avenue at SR-210 WB Ramps S 94.7 F 103.0 F 8.3 Yes 130.1 F 138.6 F 8.5 Yes 2 Alder Avenue at SR-210 EB Ramps S 135.6 F 143.2 F 7.6 Yes 131.7 F 136.3 F 4.6 Yes 3 Alder Avenue at Renaissance Parkway S 86.6 F 92.1 F 5.5 Yes 82.9 F 90.8 F 7.9 Yes 4 Alder Avenue at Baseline Road S 48.7 D 51.7 D 3.0 No 33.7 C 34.5 C 0.8 No5 Ayala Drive at Renaissance Parkway S 22.7 C 22.6 C -0.1 No 26.1 C 26.0 C -0.1 No6 Ayala Drive at Fitzgerald Avenue S 6.6 A 6.6 A 0.0 No 7.4 A 7.5 A 0.1 No7 Ayala Drive at Miro Way U - - 37.5 E - Yes - - 79.7 F - Yes 8 Ayala Drive at Baseline Road S 36.3 D 41.7 D 5.4 Yes 37.4 D 38.1 D 0.7 No 9 Linden Avenue at Miro Way S 5.9 A 8.5 A 2.6 No 7.4 A 10.2 B 2.8 No 10 Linden Avenue at Baseline Road S 29.1 C 29.3 C 0.2 No 29.0 C 29.1 C 0.1 No Traffic
Control
Notes:- Bold and shaded values indicate intersections operating at an unacceptable Level of Service. - At a signalized intersection, delay refers to the average control delay for the entire intersection, measured in seconds per vehicle. - At a two-way stop-controlled intersection, delay refers to the average vehicle delay on the worst (highest delay) movement. - Delay values are based on the methodology outlined in the Highway Capacity Manual, (7th Edition).

S = SignalizedU = Unsignalized
AM Peak Hour PM Peak Hour
ProjectRelated
Effect?
Change
In Delay
ProjectRelated
Effect?
Without Project With ProjectWithout Project
TABLE 11

SUMMARY OF INTERSECTION OPERATION
OPENING YEAR 2024 CUMULATIVE PLUS PROJECT
Int. # Intersection With Project Change
In Delay
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Roadway Segment LOS D Capacity Existing ADT (Rerouted) Existing Plus Growth ADT Cumulative Projects ADT Daily Project Traffic Opening Year + Cum. Project + Project ADT LOS D or Better? SR-210 WB Ramps to SR-210 EB Ramps 32,999 16,020 16,340 10,310 389 27,039 YesSR-210 EB Ramps to Renaissance Parkway 32,999 23,147 23,610 13,730 779 38,119 No Renaissance Parkway to Baseline Road 32,999 18,946 19,325 8,350 779 28,454 Yes Linden Avenue Miro Way to Baseline Road 32,999 8,762 8,937 720 500 10,157 Yes Renaissance Parkway to Fitzgerald Avenue 32,999 26,330 26,857 4,160 264 31,281 YesMiro Way to Baseline Road 32,999 21,146 21,569 2,930 433 24,932 YesAlder Avenue to Linden Avenue 32,999 12,697 12,951 2,610 823 16,384 YesLinden Avenue to Ayala Drive 32,999 13,439 13,708 3,310 455 17,473 Yes Notes: LOS = Level of Service ADT = Average Daily Traffic TABLE 12

SUMMARY OF ROADWAY ANALYSIS
OPENING YEAR 2024 CUMULATIVE PLUS PROJECT
Alder Avenue
Baseline Road
Ayala Drive
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IV. RECOMMENDED IMPROVEMENTS
A. Intersection Improvements
Based on the significance criteria in the City’s Traffic Impact Analysis Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment (LOS), there would be a project-related effect at the following intersections:
• #1 - Alder Avenue at SR-210 WB Ramps (Cumulative effect) • #2 - Alder Avenue at SR-210 EB Ramps (Cumulative effect) • #3 - Alder Avenue at Renaissance Parkway (Cumulative effect) • #7 - Ayala Drive at Miro Way (Direct effect)
• #8 - Ayala Drive at Baseline Road (Cumulative effect) Implementation of the following recommended improvements would offset the project-related effect at the following intersections:
#1 – Alder Avenue at SR-210 Westbound Ramps: Restripe the northbound approach to add a second northbound left-turn lane. Although the intersection would continue to operate at an unacceptable Level of Service, the addition of a second northbound left-turn lane would improve the overall intersection delay and would more than offset the project-related incremental increase in delay.
#2 – Alder Avenue at SR-210 Eastbound Ramps: Restripe the southbound approach to add a second southbound left-turn lane and modify the existing eastbound shared left/through lane to a shared left/through/right lane. Although the intersection would continue to operate at an unacceptable Level of Service, the addition of a second southbound left-turn lane and modified shared left/through/right lane would improve the overall intersection delay and would more than offset the project-related incremental increase in delay. #3 – Alder Avenue at Renaissance Parkway: Restripe the southbound approach to provide a second dedicated southbound left-turn lane. Although the intersection would continue to operate at an unacceptable Level of Service, the addition of a second southbound left-turn lane would improve the overall intersection delay and would more than offset the project-related incremental increase in delay.

The Alder Avenue interchange with the SR-210 Freeway is the subject of a Feasibility Study Report (August 2017), which proposes improvements to the freeway off-ramps and to Alder Avenue between Sierra Lakes Parkway and Renaissance Parkway. The Build Alternative Layout Plan has identified the need for additional right- and left-turn capacity to and from the freeway ramps and on Alder Avenue through the interchange.

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The recommended improvements identified above to offset the project-related effect are consistent with and a sub-set of the more comprehensive Build Alternative improvement plan and recommended improvements as noted in the Renaissance Specific Plan Amendment Traffic Impact Analysis (September 2016).
#7 – Ayala Drive at Miro Way: Install a traffic signal. #8 – Ayala Drive at Baseline Road: Signal retiming. With volume growth overtime, signal retiming is an ordinary responsibility of the City and would be included as part of routine signal maintenance. Therefore, the project would not be responsible for any cost associated with this improvement. It should be noted that the project causes only a sliding-scale effect based on the City’s guidelines and does not cause the intersection to operate deficiently. The study intersection would operate at an acceptable LOS under Opening Year 2024 Cumulative Plus Project conditions.

A summary of the intersection operation before and after implementation of these improvements is provided on Table 13. Intersection Analysis Worksheets with improvements are provided in Appendix D. The project fair share proportion of the improvements are shown on Table 14, and the estimated costs of the proposed improvements, as derived from the Renaissance Specific Plan fee program, the Citywide Development Impact Fee Program, and the Congestion Management Program (CMP) Appendix G, are shown on Table 15.

B. Roadway Improvements
The following study roadway segment would exceed its daily LOS D roadway capacity based on a four-lane cross-section:
• Alder Avenue: SR-210 EB Ramps to Renaissance Parkway
The Alder Avenue/SR-210 Interchange improvements noted above would offset the projectrelated effect on the study roadway segment.

TABLE 13

SUMMARY OF INTERSECTION OPERATIONS WITH PROPOSED IMPROVEMENTS AM Peak Hour PM Peak Hour
Int. # Intersection Delay LOS Delay LOS Delay LOS Delay LOS Alder Avenue at SR-210 WB Ramps
- Alder Avenue Improvement Project (Restripe NB approach to add a second NB Left-Turn Lane)1 103.0 F 45.6 D 138.6 F 57.6 E Alder Avenue at SR-210 EB Ramps
- Alder Avenue Improvement Project (Restripe SB approach to add a second SB Left-Turn lane, and modify existing EB shared left/through lane to a shared left/through/right lane)1 143.2 F 82.5 F 136.3 F 72.7 E
Alder Avenue at Renaissance Parkway
- Alder Avenue Improvement Project (Restripe SB approach to add a second SB Left-Turn lane)1 92.1 F 66.7 E 90.8 F 60.5 E Ayala Drive at Miro Way
- Install Traffic Signal 37.5 E 2.2 A 79.7 F 4.0 A
Ayala Drive at Baseline Road
- Signal Retiming 41.7 D 32.6 C 38.1 D 36.6 D
3 Notes:- Bold and shaded values indicate intersections operating at an unacceptable Level of Service.- At a signalized intersection, delay refers to the average control delay for the entire intersection, measured in seconds per vehicle. - Delay values are based on the methodology outlined in the Highway Capacity Manual, (7th Edition). 87 1 Source: Feasibility Study Report: Alder Avenue at SR-210 Interchange (August 2017). 2 Source: Renaissance Specific Plan Amendment Traffic Impact Analysis (September 2016).

Without Mitigation With Mitigation Without Mitigation With Mitigation 12 Miro Way and Ayala Drive Warehouse ProjectTraffic Study - 44 - Kimley-Horn and Associates, Inc.

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TABLE 14

SUMMARY OF PROJECT FAIR SHARE FOR IMPROVEMENTS
AM Peak Hour
Total Project Total Project Total Project
Intersection
RSP
Baseline 2035 Growth Trips %-age RSP Baseline 2035 Growth Trips %-age Growth Trips %-age Alder Avenue at Sierra Lakes Parkway/Casmalia Street 1,173 2,729 1,556 0 0.0% 1,312 2,642 1,330 0 0.0% 2,886 0 0.0%#1 - Alder Avenue at SR-210 WB Ramps 1,448 3,381 1,933 38 2.0% 1,297 3,820 2,523 40 1.6% 4,456 78 1.8%#2 - Alder Avenue at SR-210 EB Ramps 1,205 3,929 2,724 76 2.8% 1,491 4,413 2,922 82 2.8% 5,646 158 2.8%#3 - Alder Avenue at Renaissance Parkway 1,014 4,226 3,212 79 2.5% 1,165 5,668 4,503 85 1.9% 7,715 164 2.1% Peak-Hour Fair-Share Percentage for Interchange 4,840 14,265 9,425 193 2.0% 5,265 16,543 11,278 207 1.8% 20,703 400 1.9% Build-Out 2035 Conditions 1
1 Existing 2010 and Build-Out 2035 total volumes are based Figures 4C and 34C, respectively, of the Traffic Impact Analysis for the Renaissance Specific Plan (July, 2010). Since the deficiencies at the interchange occur during both peak hours, the fair-share percentage is based on the average fair-share during both the AM and PM peak hours for the interchange, which results in 3.3%.

PM Peak Hour
Total Volume Total Volume
Fair-Share Percentage
(Total of Both Peak
Hours)
Miro Way and Ayala Drive Warehouse ProjectTraffic Study - 45 - Kimley-Horn and Associates, Inc.

February 2025
TABLE 15

TRAFFIC IMPROVEMENT FAIR-SHARE COST
#1, #2, #3 = Alder Avenue Interchange Improvement
Alder Avenue Improvement Project 5,015,059$ 1 1 5,015,059$ Project Fair Share percentage2 1.9%
Project Cost 95,286$
#7 - Ayala Drive at Miro Way
Install Traffic Signal 400,000$ 1 400,000$ Project Fair Share percentage3 100.0% Project Cost 400,000$
495,286$
Unit Cost4 Quantity
1 Cost based on Exhibit A - PS&E Final Design Cost Estimate ($1,192,059) for the SR-210/Alder Ave Interchange Improvements Project, provided as part of City Council Agenda Item #20-0741 (dated November 10, 2020), and Appendix C - Cost Estimate ($3,823,000) for the SR-210/Alder Ave Interchange Improvements Project, provided as part of the Approved Permit Engineering Evaulation Report (PEER) 08-SBd-210, PM 15.7/16.2 (approved August 24, 2022). 2 Average blended fair share percentage calculated based on AM and PM peak hour volumes between intersections #1, #2 and #3, as noted in Table 14.

Total Project Cost
Total
3 Since the improvement is a result of a direct effect, the improvement fair share is 100%.4 The unit cost is based on the Renaissance Specific Plan Amendment Traffic Impact Analysis (September 2016).

Miro Way and Ayala Drive Warehouse ProjectTraffic Study - 46 - Kimley-Horn and Associates, Inc.

February 2025
Miro Way and Ayala Drive Warehouse Project - 47 - Kimley-Horn and Associates, Inc.

Traffic Study February 2025
V. VEHICLE MILES TRAVELED ANALYSIS
A. Introduction
Senate Bill 743 (SB 743) was approved by California legislature in September 2013. SB 743 requires changes to California Environmental Quality Act (CEQA), specifically directing the Governor’s Office of Planning and Research (OPR) to develop alternative metrics to the use of vehicular “Level of Service” (LOS) for evaluating transportation projects. OPR has prepared a technical advisory (“OPR Technical Advisory”) for evaluating transportation impacts in CEQA and has recommended that Vehicle Miles Traveled (VMT) replace LOS as the primary measure of transportation impacts. The Natural Resources Agency has adopted updates to CEQA Guidelines to incorporate SB 743 that requires VMT for the purposes of determining a significant transportation impact under CEQA.

B. VMT Analysis
The City of Rialto Traffic Impact Analysis Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment (LOS) (TIA Guidelines October 2021) provides details on appropriate screening thresholds that can be used to identify when a proposed land use project is anticipated to result in a less-than-significant impact without conducting a more detailed level analysis. Screening thresholds are broken down into the following three criteria:

1. Transit Priority Area (TPA) Screening

2. Low VMT Area Screening

3. Project Type Screening
Land development projects that meet one or more of the above screening thresholds may be presumed to create a less-than-significant impact on transportation and circulation. The screening thresholds were reviewed and evaluated for this project.

Transit Priority Area (TPA) Screening
A project located within a TPA as determined by the San Bernardino Transportation Analysis (SBTAM) VMT Screening would be considered to have a less-than-significant transportation impact. Based on the SBCTA VMT Screening Tool, the proposed project is not located within a TPA.

The Transit Priority Area threshold is not met.

Miro Way and Ayala Drive Warehouse Project - 48 - Kimley-Horn and Associates, Inc.

Traffic Study February 2025
Low VMT Generating Area
A project located within a low VMT generating area as determined by the City’s guidelines and the SBCTA VMT Screening Tool would be considered to have a less-than-significant transportation impact. A Transportation Analysis Zone (TAZ) with a VMT below the County baseline of 16.9 is considered to be a low VMT area. Based on the SBCTA VMT Screening Tool, the project site is located within TAZ 53745301, which has PA VMT per worker of 15.7.

Therefore, the proposed project is located within a low VMT generating area. Results of the SBCTA VMT Screening Tool are provided in the Approved Scoping Agreement in Appendix A.

The Low VMT Generating Area threshold is met.

Project Type Screening
The City’s TIA Guidelines identify that the following project types would be presumed to have a less-than-significant VMT impact:
• Local-serving K-12 schools
• Local parks
• Day care centers
• Local-serving retail uses less than 50,000 square feet, including:
o Gas stations
o Banks
o Restaurants
o Shopping Center
• Local-serving hotels (e.g., non-destination hotels)
• Student housing projects on or adjacent to college campuses • Local-serving assembly uses (places of worship, community organizations) • Community institutions (Public libraries, fire stations, local government) • Local-serving community colleges that are consistent with the assumptions noted in the RTP/SCS Affordable or supportive housing
• Assisted living facilities
• Senior housing as defined by the U.S. Department of Housing and Urban Development (HUD)
• Projects generating less than 110 daily vehicle trips o This generally corresponds to the following “typical” development potentials:
 11 single family housing units
 16 multi-family, condominiums, or townhouse housing units  10,000 sq. ft. of office
 15,000 sq. ft. of light industrial
 63,000 sq. ft. of warehousing
 79,000 sq. ft. of high cube transload and short-term storage warehouse Miro Way and Ayala Drive Warehouse Project - 49 - Kimley-Horn and Associates, Inc.

Traffic Study February 2025
The project will involve the construction 2 separate warehouses totaling 428,715 square feet that generates more than 110 daily trips; therefore, the project would not be screened out based on project type.

The Project Type Screening threshold is not met.

Based on the City of Rialto Traffic Impact Analysis Guidelines VMT and LOS (October 2021) and the SBCTA VMT Screening tool, the project is located in a low VMT generating area.

Therefore, the proposed project would create a less-than-significant VMT impact, and no further VMT analysis is required.

I. ALTERNATIVE SITE PLAN
An alternative site plan was evaluated for the proposed project. The alternative site plan would involve the construction of three warehouse buildings totaling 411,853 square feet and would have the same access provisions as the proposed site plan. A copy of the project site plan is provided on Figure 15. Trip generation rates, PCE factors, and the resulting trip generation estimates for the alternative site plan are summarized on Table 16. The alternative site plan would generate 1,180 PCE trips on a daily basis, with 117 PCE trips in the morning peak hour, and 126 PCE trips in the evening peak hour. Since the alternative site plan would generate less trips than the proposed project, the traffic-related effects would be considered less for the alternative site plan, compared to the proposed project. Therefore, no further analysis would be required for the alternative site plan.

FIGURE 15 ALTERNATIVE PROJECT SITE PLAN
- 50 -
ITE AM Peak Hour PM Peak Hour
Code Unit Daily In Out Total In Out Total
150 KSF 1.710 0.131 0.039 0.170 0.050 0.130 0.180
AM Peak Hour PM Peak Hour
Quantity Unit Daily In Out Total In Out Total
411.853 KSF 704 54 16 70 21 54 75
Passenger Vehicles 60.00% 422 32 10 42 13 32 45
Trucks 40.00% 282 22 6 28 8 22 30
AM Peak Hour PM Peak Hour
Daily In Out Total In Out Total
Passenger Vehicles 60.00% 422 1.0 422 32 10 42 13 32 45 2-Axle Trucks 0.80% 6 1.5 9 1 0 1 0 1 1
3-Axle Trucks 11.20% 79 2.0 158 12 4 16 5 12 17
4+ Axle Trucks 28.00% 197 3.0 591 45 13 58 18 45 63
Total Truck PCE Trips 758 58 17 75 23 58 81
Total Project PCE Trips 1,180 90 27 117 36 90 126
PCE = Passenger Car Equivalent
TABLE 16

SUMMARY OF ALTERNATIVE PROJECT TRIP GENERATION

MIRO WAY AND AYALA DRIVE WAREHOUSE PROJECT
TRIP GENERATION RATES 1
ITE Land Use
Warehousing

PROJECT TRIP GENERATION
Project Land Use
Warehousing
KSF = Thousand Square Feet
1 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition 2 Source: City of Rialto Traffic Impact Analysis Guidelines for VMT and LOS Assessment (October, 2021)

PROJECT TRIPS - PASSENGER CAR EQUIVALENTS (PCE)
Vehicle Type
Vehicle
Mix 2
Daily
Vehicles
PCE
Factor
Miro Way and Ayala Drive Warehouse Project
Traffic Study
- 51 - Kimley-Horn and Associates, Inc.

February 2025
Miro Way and Ayala Drive Warehouse Project - 52 - Kimley-Horn and Associates, Inc.

Traffic Study February 2025
II. FINDINGS AND RECOMMENDATIONS
A. Improvements
Off-site recommended improvements were identified to offset the project-related effect at the following study intersections and roadway segments:

Intersections:
• #1 - Alder Avenue at SR-210 WB Ramps
• #2 - Alder Avenue at SR-210 EB Ramps
• #3 - Alder Avenue at Renaissance Parkway
• #7 - Ayala Drive at Miro Way
• #8 - Ayala Drive at Baseline Road
Roadway Segments:
• Alder Avenue: SR-210 EB Ramps to Renaissance Parkway
B. Traffic Signal Warrant Analysis
A peak hour signal warrant analysis was conducted for the following unsignalized intersection:
• #7 - Ayala Drive at Miro Way
For intersection #7, the signal warrant analysis shows that the Peak Hour Signal Warrant is satisfied in the PM peak hour under both Opening Year 2024 Cumulative Plus Project conditions and Opening Year 2024 Existing Plus Growth Plus Project conditions.

Signal analysis worksheets are provided in Appendix F.

C. Site Circulation
Vehicular access provisions for the project site would consist of two driveways on Miro Way and two driveways on Ayala Drive, as noted below:
• Building 1
o One shared (with Building 2) full-movement driveway for both trucks and passenger cars on Miro Way
Miro Way and Ayala Drive Warehouse Project - 53 - Kimley-Horn and Associates, Inc.

Traffic Study February 2025
• Building 2
o One shared (with Building 1) full-movement driveway for both trucks and passenger cars on Miro Way
o One full-movement driveway for both trucks and passenger cars on Miro Way o One right-in right-out (RIRO) driveway for passenger cars on Ayala Drive o One RIRO driveway for trucks and passenger cars on Ayala Drive D. Safety and Operational Improvement
The site driveways and project improvements must be designed so that adequate sight distance for drivers entering and exiting the site is maintained.

The line of sight – a straight line between the driver’s eye and oncoming vehicles on the adjacent roadway defines the Limited Use Area. The Limited Use Area for each driveway must be kept clear of visual obstructions, including project signs, building structures, and landscaping, in order to maintain adequate sight distance.

E. Fair Share Calculations
The project fair share proportion of the improvements are shown on Table 14 (presented previously), and the estimated costs of the proposed improvements, are shown on Table 15 (presented previously).

F. Specific Plan Signalization
Not Applicable.

G. General Plan Conformance
The proposed Renaissance Place Residential project is anticipated to conform on the Renaissance Specific Plan and the City of Rialto General Plan.

H. Regional Funding Mechanisms
The project is located in the Renaissance Specific Plan area, and as such, is subject to the Renaissance Specific Plan Traffic Fee Program, as well as the City’s city-wide traffic impact fee program. To the extent that a recommended improvement is included in an existing fee program, the project’s payment of impact fees can be used to offset the costs of implementing the recommended improvements. In addition, the project may be required to construct a needed improvement in advance of the City’s receipt of full funding, in which case the improvement may be subject to a reimbursement agreement, to allow the project to recoup costs from future development. Any reimbursement agreements are at the discretion of the City Engineer.

APPENDIX A

APPROVED SCOPING AGREEMENT
City of Rialto TIA Guidelines
October 2021
Exhibit A

SCOPING AGREEMENT FOR TRAFFIC IMPACT ANALYSIS
This following form shall be used to acknowledge preliminary approval of the scope for the traffic impact analysis (TIA) of the following project. The TIA must follow the City of Rialto Traffic Impact Analysis Report Guidelines and Requirements, adopted by the City Council on ________________.

City of Rialto
Traffic Impact Analysis
Scoping Agreement
Case No.

Related Cases -
SP No.

EIR No.

GPA No.

ZC No.

Project Name:

Project Address:

Project Description:

Consultant Developer
Name:

Address:

Telephone:

Fax:

Miro Way and Ayala Drive Warehouse Project
Northwest and southwest corners of Miro Way and Ayala Drive 6 separate warehouses totaling 739,653 square-feet Kimley-Horn and Associates, Inc.
3880 Lemon St #420, Riverside, CA 92501
(951) 543-9868
1156 N. Mountain Ave. Upland, CA 91786 Lewis-Hillwood Rialto Company, LLC (909) 579-5193 City of Rialto TIA Guidelines
October 2021

1. Trip Generation Source:

Existing GP Land Use Proposed Land Use
Current Zoning: Proposed Zoning:

Total Daily Project Trips:

Current Trip Generation Proposed Trip Generation
In Out Total In Out Total
AM Trips
PM Trips
Internal Trip Allowance Yes No ( % Trip Discount)
Pass-By Trip Allowance Yes No ( % Trip Discount)
For appropriate land uses, a pass-by trip discount may be allowed not to exceed 25%. Discount trips shall be indicated on a report figure for intersections and access locations.

2. Trip Geographic Distribution: N % S % E % W %
(Detailed exhibits of trip distribution must be attached with Trucks as a separate exhibit)

3. Background Growth Traffic
Project Completion Year: Annual Background Growth Rate: % Other Phase Years
Other area projects to be considered:
(Contact Planning for Lists. Correlate projects to exhibit map and also indicate which projects have been included in study area forecasts for existing + background growth + project + cumulative)
Model/Forecast methodology:

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

1. 6.

2. 7.

3. 8.

4. 9.

5. 10.

ITE Trip Generation Manual, 11th Edition 162
10 15 40 2024 2
2,120 PCE Industrial/Residential Medium Industrial Industrial N/A N/A N/A N/A N/A N/A We will include the Cumulative Projects list as noted by the City's Planning Department
Existing + Growth + Cumulative Projects + Project to Opening Year Vacant (PCE) 35
47 209 61 162 223
See Attachment C See Attachment B
Alder Ave at SR-210 WB Ramps
Alder Ave at SR-210 EB Ramps
Alder Ave at Renaissance Pkwy
Alder Ave at Base Line Rd
Ayala Dr at Renaissance Pkwy
Ayala Dr at Fitzgerald Ave
Ayala Dr at Miro Way
Ayala Dr at Base Line Rd
Linden Ave at Miro Way
Linden Ave at Base Line Rd
City of Rialto TIA Guidelines
October 2021

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

1. 6.

2. 7.

3. 8.

4. 9.

5. 10.

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

7. Site Plan (please attach 11" x 17" legible copy)

8. Specific issues to be addressed in the Study (in addition to the standard analysis described in the Guideline) (to be filled out by the City of Rialto Public Works Department) (NOTE: If the traffic study states that "a traffic signal is warranted" (or "a traffic signal appears to be warranted," or similar statement) at an existing un-signalized intersection under existing conditions, 8-hour approach traffic volume information must be submitted in addition to the peak hourly turning movement counts for that intersection.)

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

Date of counts:

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

Fees Paid: Date
City of Fontana New counts will be collected with truck classification See Attachment A Alder Ave: I-210 WB to I-210 EB Ramps
Alder Ave: I-210 EB Ramps to Renaissance Pkwy
Alder Ave: Renaissance Way to Base Line Rd
Ayala Dr: Renaissance Pkwy to Fitzgerald Ave
Ayala Dr: Miro Way to Base Line Rd
Linden Ave: Miro Way to Base Line Rd
Base Line Rd: Alder Ave to Linden Ave
Base Line Rd: Linden Ave to Ayala Dr
City of Rialto TIA Guidelines
October 2021
Recommended:

Scoping Agreement Submittal date
Scoping Agreement Resubmittal date
Applicant/Engineer Date
Land Use Concurrence:

Development Services Department Date
Approved by:

Public Works Department Date
NOTE:

The Applicant/Engineer acknowledges that the Scoping Agreement is intended to assist in the preparation of any required TIA. It is preliminary in nature and the City does not have sufficient data to determine the ultimate conditions that may be imposed for the project. It does not provide nor limit the requirements imposed on the Project but is intended only to provide initial input into the parameters for review of the traffic generated by the Project and the initial areas to be considered and studied. Subsequent changes to scope of required analysis to be included in the TIA may be required by the Transportation Commission, Planning Commission, and/or the City Council upon Public Works Director/City Engineer review and approval. 03/08/2023
Kimley-Horn and Associates, Inc. 03/08/2023
3/14/23

ATTACHMENT A
ITE AM Peak Hour PM Peak Hour
Code Unit Daily In Out Total In Out Total
150 KSF 1.710 0.131 0.039 0.170 0.050 0.130 0.180
AM Peak Hour PM Peak Hour
Quantity Unit Daily In Out Total In Out Total
739.653 KSF 1,265 97 29 126 37 96 133
Passenger Vehicles 60.00% 759 58 17 75 22 58 80
Trucks 40.00% 506 39 12 51 15 38 53
AM Peak Hour PM Peak Hour
Daily In Out Total In Out Total
Passenger Vehicles 60.00% 759 1.0 759 58 17 75 22 58 80 2-Axle Trucks 0.80% 10 1.5 15 1 0 1 0 1 1
3-Axle Trucks 11.20% 142 2.0 284 22 6 28 8 22 30
4+ Axle Trucks 28.00% 354 3.0 1,062 81 24 105 31 81 112 Total Truck PCE Trips 1,361 104 30 134 39 104 143
Total Project PCE Trips 2,120 162 47 209 61 162 223
PCE = Passenger Car Equivalent
PROJECT TRIPS - PASSENGER CAR EQUIVALENTS (PCE)
Vehicle Type
Vehicle
Mix 2
Daily
Vehicles
PCE
Factor
Warehousing
2 Source: City of Rialto Traffic Impact Analysis Guidelines for VMT and LOS Assessment (October, 2021) 1 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition KSF = Thousand Square Feet
TRIP GENERATION RATES 1
ITE Land Use
Warehousing

PROJECT TRIP GENERATION
Project Land Use

ATTACHMENT B

SUMMARY OF PROJECT TRIP GENERATION

MIRO WAY AND AYALA DRIVE WAREHOUSE PROJECT
Miro Way and Ayala Drive Warehouse Project
Scoping Agreement
Kimley-Horn and Associates, Inc.

March 2023
ATTACHMENT C

PROJECT STUDY AREA

AND TRIP DISTRIBUTION
Miro Way and Ayala Drive Warehouse Project Kimley-Horn and Associates, Inc.

Scoping Agreement March 2023
Legend:
= Project Site XX% = Passenger Car Distribution
= Study Intersection (YY%) = Truck Trip Distribution
= Study Roadway Segment
(50%) (50%) 20% 20%
10%
5%
10%
15%
10%
10%
change to 5%
Show 5% oriented
to and from the
Marketplace
City of Rialto TIA Guidelines
October 2021
VMT Analysis Project Scoping Form
This scoping form shall be submitted to the City of Rialto to assist in identifying infrastructure improvements that may be required to support traffic from the proposed project.

Project Identification:

Case Number:

Related Cases:

SP No.

EIR No.

GPA No.

CZ No.

Project Name:

Project Address:

Project Opening
Year:

Project
Description:

Consultant: Developer:

Name:

Address:

Telephone:

Fax/Email:

Trip Generation Information:

Trip Generation Data Source:

Current General Plan Land Use: Proposed General Plan Land Use:

Current Zoning: Proposed Zoning:

Kimley-Horn and Associates, Inc.
3880 Lemon Street, Suite 420,
Riverside, CA 92501 (951) 543-9868
Lewis-Hillwood Rialto Company, LLC 1156 N. Mountain Avenue Upland, CA 91786 ITE Trip Generation Manual, 11th Edition Vacant Industrial Residential/Public Park/School Medium Industrial
Miro Way and Ayala Drive Warehouse Project Northwest and southwest corners of Miro Way and Ayala Drive 6 separate warehouses totaling 739,653 square-feet
(909) 579-5193 2024
City of Rialto TIA Guidelines
October 2021
Existing Trip Generation Proposed Trip Generation
In Out Total In Out Total
AM Trips
PM Trips
Trip Internalization: Yes No ( % Trip Discount)
Pass-By Allowance: Yes No ( % Trip Discount)
Potential Screening Checks
Is the project screened from VMT assessment? Yes No
VMT screening justification
VMT Scoping
For projects that are not screened, identify the following:

Travel Demand Forecasting Model Used
Attach SBCTA Screening VMT Assessment output or describe why it is not appropriate for use
Attach proposed Model Land Use Inputs and Assumed Conversion Factors (attach)

NA NA NA NA NA NA
162 PCE 47 PCE
61 PCE
162 PCE 209 PCE 223 PCE
X
X
0 0
X
Please see attached VMT Screening Memorandum
City of Rialto TIA Guidelines
October 2021
Approved by:

Public Works Department Date
NOTE:

The Applicant/Engineer acknowledges that the Scoping Agreement is intended to assist in the preparation of any required TIA. It is preliminary in nature and the City does not have sufficient data to determine the ultimate conditions that may be imposed for the project. It does not provide nor limit the requirements imposed on the Project but is intended only to provide initial input into the parameters for review of the traffic generated by the Project and the initial areas to be considered and studied. Subsequent changes to scope of required analysis to be included in the TIA may be required by the Transportation Commission, Planning Commission, and/or the City Council upon Public Works Director/City Engineer review and approval 3/14/23
kimley-horn.com 3880 Lemon Street, Suite 420, Riverside, CA 92501 951 543 9868 March 8, 2023
Daniel Casey
Senior Planner
City of Rialto
150 S. Palm Avenue
Rialto, CA 92376
Subject: Vehicle Miles Traveled Memorandum for the Miro Way and Ayala Drive Warehouse Project in the City of Rialto
Dear Mr. Casey:

Kimley-Horn and Associates, Inc. has prepared a Vehicle Miles Traveled (VMT) memorandum for the proposed Miro Way and Ayala Drive Warehouse Project. This memorandum based on the City of Rialto Traffic Impact Analysis Guidelines for Vehicle Miles Traveled (VMT) and Level of Service (LOS) Assessment (October 2021).

PROJECT DESCRIPTION
The project site is located on the northwest and southwest corners of Miro Way and Ayala Drive in the City of Rialto. The project site is bounded by Ayala Drive to the east, commercial and industrial uses to the south, Linden Avenue to the west, and vacant land to the north. The project will involve the construction of 6 separate warehouses totaling 739,653 square feet. A copy of the project site plan is provided on Attachment A.

Vehicular access provisions for the project site would be provided via one full-movement driveway on Ayala Drive and one full-movement driveway on Linden Avenue.

PROPOSED TRIP GENERATION
Trip generation estimates for the proposed project are based on the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition) trip generation rates for Warehousing (ITE 150). Trip generation rates and the resulting trip generation estimates for the proposed project are summarized on Attachment B.

The project is estimated to generate 759 PC trips on a daily basis with 75 PC trips in the morning peak hour and 80 PC trips in the evening peak hour; and 509 truck trips on a daily basis with 51 truck trips in the morning peak hour and 53 truck trips in the evening peak hour.

Mr. Casey, March 8, 2023, Page 2
kimley-horn.com 3880 Lemon Street, Suite 420, Riverside, CA 92501 951 543 9868 PCE factors were then applied to the truck types, based on the number of axles, to determine the total PCE volumes generated by the proposed project. Daily and peak hour trip generation estimates for the proposed project are summarized on Table 1 (previously mentioned). The proposed project is estimated to generate 2,120 daily PCE trips, with 209 PCE trips in the morning peak hour, and 223 PCE trips in the evening peak hour.

CEQA VEHICLE MILES TRAVELED (VMT) SCREENING
Senate Bill 743 (SB 743) was approved by California legislature in September 2013. SB 743 requires changes to California Environmental Quality Act (CEQA), specifically directing the Governor’s Office of Planning and Research (OPR) to develop alternative metrics to the use of vehicular “Level of Service” (LOS) for evaluating transportation projects. OPR has prepared a technical advisory (“OPR Technical Advisory”) for evaluating transportation impacts in CEQA and has recommended that Vehicle Miles Traveled (VMT) replace LOS as the primary measure of transportation impacts. The Natural Resources Agency has adopted updates to CEQA Guidelines to incorporate SB 743 that requires VMT for the purposes of determining a significant transportation impact under CEQA.

The City of Rialto Traffic Impact Analysis Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment (LOS) (TIA Guidelines October 2021) provides details on appropriate screening thresholds that can be used to identify when a proposed land use project is anticipated to result in a less-than-significant impact without conducting a more detailed level analysis.

Screening thresholds are broken down into the following three criteria:

1. Transit Priority Area (TPA) Screening

2. Low VMT Area Screening

3. Project Type Screening
Land development projects that meet one or more of the above screening thresholds may be presumed to create a less-than-significant impact on transportation and circulation. The screening thresholds were reviewed and evaluated for this project.

Transit Priority Area (TPA) Screening
A project located within a TPA as determined by the San Bernardino Transportation Analysis (SBTAM) VMT Screening would be considered to have a less-than-significant transportation impact. Based on the SBCTA VMT Screening Tool, the proposed project is not located within a TPA.

The Transit Priority Area threshold is not met.

Mr. Casey, March 8, 2023, Page 3
kimley-horn.com 3880 Lemon Street, Suite 420, Riverside, CA 92501 951 543 9868 Low VMT Generating Area
A project located within a low VMT generating area as determined by the SBCTA VMT Screening Tool and the City’s TIA guidelines would be considered to have a less-than-significant transportation impact. Based on the SBCTA VMT Screening Tool and the City’s TIA guidelines, the proposed project is located within a low VMT generating area. Results of the SBCTA VMT Screening Tool are provided in Attachment C.

The Low VMT Generating Area threshold is met.

Project Type Screening
The City’s TIA Guidelines identify that the following project types would be presumed to have a less-than-significant VMT impact:
· Local-serving K-12 schools
· Local parks
· Day care centers
· Local-serving retail uses less than 50,000 square feet, including:
o Gas stations
o Banks
o Restaurants
o Shopping Center
· Local-serving hotels (e.g., non-destination hotels)
· Student housing projects on or adjacent to college campuses · Local-serving assembly uses (places of worship, community organizations) · Community institutions (Public libraries, fire stations, local government) · Local-serving community colleges that are consistent with the assumptions noted in the RTP/SCS Affordable or supportive housing
· Assisted living facilities
· Senior housing as defined by the U.S. Department of Housing and Urban Development (HUD) · Projects generating less than 110 daily vehicle trips o This generally corresponds to the following “typical” development potentials:
§ 11 single family housing units
§ 16 multi-family, condominiums, or townhouse housing units § 10,000 sq. ft. of office
§ 15,000 sq. ft. of light industrial
§ 63,000 sq. ft. of warehousing
§ 79,000 sq. ft. of high cube transload and short-term storage warehouse Mr. Casey, March 8, 2023, Page 4
kimley-horn.com 3880 Lemon Street, Suite 420, Riverside, CA 92501 951 543 9868 The project will involve the construction 6 separate warehouses totaling 735,653 square feet that generates more than 110 daily trips; therefore, the project would not be screened out based on project type.

The Project Type Screening threshold is not met.

FINDINGS AND CONCLUSIONS
Based on the City of Rialto Traffic Impact Analysis Guidelines for VMT and LOS Assessment (October 2021) and the SBCTA VMT Screening tool, the project is located in a low VMT generating area. Therefore, the project would have a less-than-significant VMT impact and no further VMT analysis is required.

Please contact me if you have any questions or if you need additional information.

Sincerely,
KIMLEY-HORN AND ASSOCIATES, INC.

Trevor Briggs, P.E (C87664)

ATTACHMENT A
ITE AM Peak Hour PM Peak Hour
Code Unit Daily In Out Total In Out Total
150 KSF 1.710 0.131 0.039 0.170 0.050 0.130 0.180
AM Peak Hour PM Peak Hour
Quantity Unit Daily In Out Total In Out Total
739.653 KSF 1,265 97 29 126 37 96 133
Passenger Vehicles 60.00% 759 58 17 75 22 58 80
Trucks 40.00% 506 39 12 51 15 38 53
AM Peak Hour PM Peak Hour
Daily In Out Total In Out Total
Passenger Vehicles 60.00% 759 1.0 759 58 17 75 22 58 80 2-Axle Trucks 0.80% 10 1.5 15 1 0 1 0 1 1
3-Axle Trucks 11.20% 142 2.0 284 22 6 28 8 22 30
4+ Axle Trucks 28.00% 354 3.0 1,062 81 24 105 31 81 112 Total Truck PCE Trips 1,361 104 30 134 39 104 143
Total Project PCE Trips 2,120 162 47 209 61 162 223
PCE = Passenger Car Equivalent
PROJECT TRIPS - PASSENGER CAR EQUIVALENTS (PCE)
Vehicle Type
Vehicle
Mix 2
Daily
Vehicles
PCE
Factor
Warehousing
2 Source: City of Rialto Traffic Impact Analysis Guidelines for VMT and LOS Assessment (October, 2021) 1 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition KSF = Thousand Square Feet
TRIP GENERATION RATES 1
ITE Land Use
Warehousing

PROJECT TRIP GENERATION
Project Land Use

ATTACHMENT B

SUMMARY OF PROJECT TRIP GENERATION

MIRO WAY AND AYALA DRIVE WAREHOUSE PROJECT
Miro Way and Ayala Drive Warehouse Project
Scoping Agreement
Kimley-Horn and Associates, Inc.

March 2023

ATTACHMENT C - VMT SCREENING TOOL

APPENDIX B

TRAFFIC COUNT DATA SHEETS
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & SR-210 WB Ramps
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:
1 2 0 0 1 2 0 0 0 0 0 0 1 0.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 74 53 0 0 0 5 4 0 0 0 0 0 85 1 26 0 248
7:15 AM 81 63 0 0 0 1 3 0 0 0 0 0 99 1 27 0 275
7:30 AM 77 57 0 0 0 1 2 0 0 0 0 0 91 0 18 0 246
7:45 AM 84 67 0 0 0 4 2 0 0 0 0 0 123 1 38 0 319
8:00 AM 80 54 0 0 0 1 3 0 0 0 0 0 67 1 23 0 229
8:15 AM 77 67 0 0 0 1 2 0 0 0 0 0 72 1 15 0 235
8:30 AM 72 52 0 0 0 10 0 0 0 0 0 0 47 0 23 0 204
8:45 AM 63 56 0 0 0 19 1 0 0 0 0 0 52 0 26 0 217

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 608 469 0 0 0 42 17 0 0 0 0 0 636 5 196 0 1973 APPROACH %'s : 56.45% 43.55% 0.00% 0.00% 0.00% 71.19% 28.81% 0.00% 75.99% 0.60% 23.42% 0.00% PEAK HR : 07:00 AM 37 TOTAL
PEAK HR VOL : 316 240 0 0 0 11 11 0 0 0 0 0 398 3 109 0 1088 PEAK HR FACTOR : 0.940 0.896 0.000 0.000 0.000 0.550 0.688 0.000 0.000 0.000 0.000 0.000 0.809 0.750 0.717 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 0 0 0 0 1 0.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 81 53 0 0 0 55 84 0 0 0 0 0 70 0 22 0 365
4:15 PM 77 57 0 0 0 57 53 0 0 0 0 0 76 0 27 0 347
4:30 PM 121 50 0 0 0 77 79 0 0 0 0 0 65 2 19 0 413
4:45 PM 93 57 0 0 0 59 63 0 0 0 0 0 75 1 15 0 363
5:00 PM 108 63 0 0 0 53 72 0 0 0 0 0 62 0 22 0 380
5:15 PM 76 59 0 0 0 46 58 0 0 0 0 0 92 1 14 0 346
5:30 PM 99 44 0 0 0 46 33 0 0 0 0 0 87 0 14 0 323
5:45 PM 80 57 0 0 0 35 36 0 0 0 0 0 99 0 24 0 331

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 735 440 0 0 0 428 478 0 0 0 0 0 626 4 157 0 2868 APPROACH %'s : 62.55% 37.45% 0.00% 0.00% 0.00% 47.24% 52.76% 0.00% 79.54% 0.51% 19.95% 0.00% PEAK HR : 04:15 PM 12:00 AM TOTAL
PEAK HR VOL : 399 227 0 0 0 246 267 0 0 0 0 0 278 3 83 0 1503 PEAK HR FACTOR : 0.824 0.901 0.000 0.000 0.000 0.799 0.845 0.000 0.000 0.000 0.000 0.000 0.914 0.375 0.769 0.000 04:15 PM - 05:15 PM

0.910 0.915 0.822 0.883
PM

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

0.853 0.921 0.611 0.787
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-001
3/7/2023
Data - Total
Alder Ave Alder Ave SR-210 WB Ramps SR-210 WB Ramps
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & SR-210 WB Ramps
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:
1 2 0 0 1 2 0 0 0 0 0 0 1 0.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 66 36 0 0 0 5 3 0 0 0 0 0 80 1 17 0 208
7:15 AM 74 43 0 0 0 0 2 0 0 0 0 0 92 0 17 0 228
7:30 AM 61 40 0 0 0 0 2 0 0 0 0 0 89 0 12 0 204
7:45 AM 68 54 0 0 0 2 2 0 0 0 0 0 116 1 26 0 269
8:00 AM 62 33 0 0 0 0 2 0 0 0 0 0 60 1 20 0 178
8:15 AM 61 44 0 0 0 1 2 0 0 0 0 0 61 1 8 0 178
8:30 AM 48 36 0 0 0 10 0 0 0 0 0 0 42 0 16 0 152
8:45 AM 45 33 0 0 0 19 1 0 0 0 0 0 45 0 13 0 156

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 485 319 0 0 0 37 14 0 0 0 0 0 585 4 129 0 1573 APPROACH %'s : 60.32% 39.68% 0.00% 0.00% 0.00% 72.55% 27.45% 0.00% 81.48% 0.56% 17.97% 0.00% PEAK HR : 07:00 AM 37 0 0 TOTAL
PEAK HR VOL : 269 173 0 0 0 7 9 0 0 0 0 0 377 2 72 0 909 PEAK HR FACTOR : 0.909 0.801 0.000 0.000 0.000 0.350 0.750 0.000 0.000 0.000 0.000 0.000 0.813 0.500 0.692 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 0 0 0 0 1 0.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 68 45 0 0 0 44 70 0 0 0 0 0 70 0 13 0 310
4:15 PM 68 45 0 0 0 45 38 0 0 0 0 0 72 0 19 0 287
4:30 PM 111 36 0 0 0 73 64 0 0 0 0 0 62 1 14 0 361
4:45 PM 80 46 0 0 0 50 46 0 0 0 0 0 73 1 11 0 307
5:00 PM 97 54 0 0 0 49 52 0 0 0 0 0 61 0 15 0 328
5:15 PM 66 55 0 0 0 43 46 0 0 0 0 0 88 1 11 0 310
5:30 PM 87 42 0 0 0 40 28 0 0 0 0 0 86 0 13 0 296
5:45 PM 68 54 0 0 0 32 32 0 0 0 0 0 92 0 20 0 298

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 645 377 0 0 0 376 376 0 0 0 0 0 604 3 116 0 2497 APPROACH %'s : 63.11% 36.89% 0.00% 0.00% 0.00% 50.00% 50.00% 0.00% 83.54% 0.41% 16.04% 0.00% PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 356 181 0 0 0 217 200 0 0 0 0 0 268 2 59 0 1283 PEAK HR FACTOR : 0.802 0.838 0.000 0.000 0.000 0.743 0.781 0.000 0.000 0.000 0.000 0.000 0.918 0.500 0.776 0.000 Data - Cars
Alder Ave Alder Ave SR-210 WB Ramps SR-210 WB Ramps

0.906 0.500 0.788
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-001
3/7/2023
04:15 PM - 05:15 PM

0.889 0.889 0.761 0.904
07:00 AM - 08:00 AM

0.845
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & SR-210 WB Ramps
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:
1 2 0 0 1 2 0 0 0 0 0 0 1 0.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 1 4 0 0 0 0 1 0 0 0 0 0 2 0 2 0 10
7:15 AM 2 1 0 0 0 0 1 0 0 0 0 0 3 0 3 0 10
7:30 AM 2 4 0 0 0 0 0 0 0 0 0 0 0 0 2 0 8
7:45 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 4 0 5
8:00 AM 2 4 0 0 0 0 0 0 0 0 0 0 0 0 1 0 7
8:15 AM 1 5 0 0 0 0 0 0 0 0 0 0 1 0 2 0 9
8:30 AM 4 1 0 0 0 0 0 0 0 0 0 0 2 0 2 0 9
8:45 AM 0 2 0 0 0 0 0 0 0 0 0 0 2 0 5 0 9

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 12 21 0 0 0 1 2 0 0 0 0 0 10 0 21 0 67
APPROACH %'s : 36.36% 63.64% 0.00% 0.00% 0.00% 33.33% 66.67% 0.00% 32.26% 0.00% 67.74% 0.00% PEAK HR : 07:00 AM 37 0 0 TOTAL
PEAK HR VOL : 5 9 0 0 0 1 2 0 0 0 0 0 5 0 11 0 33
PEAK HR FACTOR : 0.625 0.563 0.000 0.000 0.000 0.250 0.500 0.000 0.000 0.000 0.000 0.000 0.417 0.000 0.688 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 0 0 0 0 1 0.5 0.5 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 9 11 0 0 0 13 12 0 0 0 0 0 3 0 4 0 52
APPROACH %'s : 45.00% 55.00% 0.00% 0.00% 0.00% 52.00% 48.00% 0.00% 42.86% 0.00% 57.14% 0.00% PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 2 9 0 0 0 6 6 0 0 0 0 0 1 0 3 0 27
PEAK HR FACTOR : 0.500 0.750 0.000 0.000 0.000 0.500 0.500 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.375 0.000 Data - 2axle
Alder Ave Alder Ave SR-210 WB Ramps SR-210 WB Ramps

0.583 0.750 0.667
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-001
3/7/2023
04:15 PM - 05:15 PM

0.844 0.917 0.750 0.500
07:00 AM - 08:00 AM

0.825
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & SR-210 WB Ramps
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:
1 2 0 0 1 2 0 0 0 0 0 0 1 0.5 0.5 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 12 34 0 0 0 1 0 0 0 0 0 0 7 0 14 0 68
APPROACH %'s : 26.09% 73.91% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 33.33% 0.00% 66.67% 0.00% PEAK HR : 07:00 AM 37 0 0 TOTAL
PEAK HR VOL : 7 18 0 0 0 1 0 0 0 0 0 0 2 0 10 0 38
PEAK HR FACTOR : 0.350 0.750 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.625 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 0 0 0 0 1 0.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 1 3 0 0 0 3 2 0 0 0 0 0 0 0 5 0 14
4:15 PM 1 1 0 0 0 2 3 0 0 0 0 0 1 0 3 0 11
4:30 PM 1 3 0 0 0 0 2 0 0 0 0 0 0 1 1 0 8
4:45 PM 2 2 0 0 0 1 6 0 0 0 0 0 1 0 0 0 12
5:00 PM 3 2 0 0 0 0 5 0 0 0 0 0 0 0 0 0 10
5:15 PM 1 2 0 0 0 0 3 0 0 0 0 0 0 0 1 0 7
5:30 PM 4 0 0 0 0 1 1 0 0 0 0 0 0 0 1 0 7
5:45 PM 1 1 0 0 0 1 1 0 0 0 0 0 0 0 1 0 5

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 14 14 0 0 0 8 23 0 0 0 0 0 2 1 12 0 74
APPROACH %'s : 50.00% 50.00% 0.00% 0.00% 0.00% 25.81% 74.19% 0.00% 13.33% 6.67% 80.00% 0.00% PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 7 8 0 0 0 3 16 0 0 0 0 0 2 1 4 0 41
PEAK HR FACTOR : 0.583 0.667 0.000 0.000 0.000 0.375 0.667 0.000 0.000 0.000 0.000 0.000 0.500 0.250 0.333 0.000 Data - 3axle
Alder Ave Alder Ave SR-210 WB Ramps SR-210 WB Ramps

0.625 0.250 0.750
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-001
3/7/2023
04:15 PM - 05:15 PM

0.854 0.750 0.679 0.438
07:00 AM - 08:00 AM

0.792
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & SR-210 WB Ramps
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:
1 2 0 0 1 2 0 0 0 0 0 0 1 0.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 6 9 0 0 0 0 0 0 0 0 0 0 2 0 4 0 21
7:15 AM 4 16 0 0 0 0 0 0 0 0 0 0 4 1 5 0 30
7:30 AM 9 8 0 0 0 1 0 0 0 0 0 0 1 0 3 0 22
7:45 AM 16 7 0 0 0 1 0 0 0 0 0 0 7 0 4 0 35
8:00 AM 13 13 0 0 0 1 1 0 0 0 0 0 4 0 2 0 34
8:15 AM 15 14 0 0 0 0 0 0 0 0 0 0 9 0 5 0 43
8:30 AM 18 11 0 0 0 0 0 0 0 0 0 0 3 0 4 0 36
8:45 AM 18 17 0 0 0 0 0 0 0 0 0 0 4 0 5 0 44

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 99 95 0 0 0 3 1 0 0 0 0 0 34 1 32 0 265 APPROACH %'s : 51.03% 48.97% 0.00% 0.00% 0.00% 75.00% 25.00% 0.00% 50.75% 1.49% 47.76% 0.00% PEAK HR : 07:00 AM 37 0 0 TOTAL
PEAK HR VOL : 35 40 0 0 0 2 0 0 0 0 0 0 14 1 16 0 108
PEAK HR FACTOR : 0.547 0.625 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.250 0.800 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 0 0 0 0 1 0.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 9 3 0 0 0 3 9 0 0 0 0 0 0 0 3 0 27
4:15 PM 8 9 0 0 0 7 11 0 0 0 0 0 2 0 5 0 42
4:30 PM 8 9 0 0 0 3 10 0 0 0 0 0 3 0 3 0 36
4:45 PM 10 7 0 0 0 7 10 0 0 0 0 0 1 0 4 0 39
5:00 PM 8 4 0 0 0 3 14 0 0 0 0 0 1 0 5 0 35
5:15 PM 9 2 0 0 0 3 7 0 0 0 0 0 4 0 2 0 27
5:30 PM 8 2 0 0 0 4 3 0 0 0 0 0 1 0 0 0 18
5:45 PM 7 2 0 0 0 1 3 0 0 0 0 0 5 0 3 0 21

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 67 38 0 0 0 31 67 0 0 0 0 0 17 0 25 0 245 APPROACH %'s : 63.81% 36.19% 0.00% 0.00% 0.00% 31.63% 68.37% 0.00% 40.48% 0.00% 59.52% 0.00% PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 34 29 0 0 0 20 45 0 0 0 0 0 7 0 17 0 152
PEAK HR FACTOR : 0.850 0.806 0.000 0.000 0.000 0.714 0.804 0.000 0.000 0.000 0.000 0.000 0.583 0.000 0.850 0.000 Data - 4axle
Alder Ave Alder Ave SR-210 WB Ramps SR-210 WB Ramps

0.815 0.500 0.705
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-001
3/7/2023
04:15 PM - 05:15 PM

0.905 0.926 0.903 0.857
07:00 AM - 08:00 AM

0.771
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & SR-210 WB Ramps
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:
1 2 0 0 1 2 0 0 0 0 0 0 1 0.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 8 17 0 0 0 0 1 0 0 0 0 0 5 0 9 0 40
7:15 AM 7 20 0 0 0 1 1 0 0 0 0 0 7 1 10 0 47
7:30 AM 16 17 0 0 0 1 0 0 0 0 0 0 2 0 6 0 42
7:45 AM 16 13 0 0 0 2 0 0 0 0 0 0 7 0 12 0 50
8:00 AM 18 21 0 0 0 1 1 0 0 0 0 0 7 0 3 0 51
8:15 AM 16 23 0 0 0 0 0 0 0 0 0 0 11 0 7 0 57
8:30 AM 24 16 0 0 0 0 0 0 0 0 0 0 5 0 7 0 52
8:45 AM 18 23 0 0 0 0 0 0 0 0 0 0 7 0 13 0 61

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 123 150 0 0 0 5 3 0 0 0 0 0 51 1 67 0 400 APPROACH %'s : 45.05% 54.95% 0.00% 0.00% 0.00% 62.50% 37.50% 0.00% 42.86% 0.84% 56.30% 0.00% PEAK HR : 07:00 AM 37 0 0 TOTAL
PEAK HR VOL : 47 67 0 0 0 4 2 0 0 0 0 0 21 1 37 0 179
PEAK HR FACTOR : 0.734 0.838 0.000 0.000 0.000 0.500 0.500 0.000 0.000 0.000 0.000 0.000 0.750 0.250 0.771 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 0 0 0 0 1 0.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 13 8 0 0 0 11 14 0 0 0 0 0 0 0 9 0 55
4:15 PM 9 12 0 0 0 12 15 0 0 0 0 0 4 0 8 0 60
4:30 PM 10 14 0 0 0 4 15 0 0 0 0 0 3 1 5 0 52
4:45 PM 13 11 0 0 0 9 17 0 0 0 0 0 2 0 4 0 56
5:00 PM 11 9 0 0 0 4 20 0 0 0 0 0 1 0 7 0 52
5:15 PM 10 4 0 0 0 3 12 0 0 0 0 0 4 0 3 0 36
5:30 PM 12 2 0 0 0 6 5 0 0 0 0 0 1 0 1 0 27
5:45 PM 12 3 0 0 0 3 4 0 0 0 0 0 7 0 4 0 33

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 90 63 0 0 0 52 102 0 0 0 0 0 22 1 41 0 371 APPROACH %'s : 58.82% 41.18% 0.00% 0.00% 0.00% 33.77% 66.23% 0.00% 34.38% 1.56% 64.06% 0.00% PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 43 46 0 0 0 29 67 0 0 0 0 0 10 1 24 0 220 PEAK HR FACTOR : 0.827 0.821 0.000 0.000 0.000 0.604 0.838 0.000 0.000 0.000 0.000 0.000 0.625 0.250 0.750 0.000 Data - Total Trucks
Alder Ave Alder Ave SR-210 WB Ramps SR-210 WB Ramps

0.864 0.750 0.776
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-001
3/7/2023
04:15 PM - 05:15 PM

0.917 0.927 0.889 0.729
07:00 AM - 08:00 AM

0.895
Prepared by National Data & Surveying Services
ID: 23-030023-001 Day:

City: Rialto Date:

AM 11 11 0 0 AM
NOON 0 0 0 0 NOON
PM 267 246 0 0 PM

AM NOON PM PM NOON AM
0 2 1 0 0.5 83 0 109

0.5 3 0 3
0 0 0 0 1 278 0 398
0 0 0 0 TEV 1088 0 1503 0 0 0 0
0 0 0 0 PHF 0.85 0.91
0 0 0 0 0 1 2 0

AM NOON PM PM NOON AM
PM 0 399 227 0 PM
NOON 0 0 0 0 NOON
AM 0 316 240 0 AM
Pedestrians (Crosswalks)
Cars (PM) Total Trucks (PM)
0 409

NORTHBOUND
Alder Ave
Cars (NOON) Total Trucks (NOON)
NONE
0 0 0
Cars (AM) 524 Total Trucks (AM)
SR-210 WB Ramps

EASTBOUND

WESTBOUND
SR-210 WB Ramps
330 0 669

CONTROL
Signalized
0 NONE
04:15 PM - 05:15 PM 310
Alder Ave & SR-210 WB Ramps
Peak Hour Turning Movement Count
Alder Ave Tuesday
SOUTHBOUND 3/7/2023
PEAK HOURS 4:00 PM - 06:00 PM 07:00 AM - 08:00 AM 349 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM

PMAMAMNOONPM
PM
NOON
AMAM
NOON
PM
NOON
PM
NOON
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
0 0 0 0 0 0
0 0
0 0
0 0
0 0
0 0 0 0
0 0
0 0
0 0
241
0 1000
67 290
43 460
00 0 000
000
000
371
0 2100
240
47 670
592
0 26800
200
217 0
356
181 0
00 0 000
000
000
722
0 37700
970
269
173 0
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & SR-210 EB Ramps
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:
0 2 0 0 1 2 0 0 0.5 0.5 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 88 60 0 4 92 0 0 39 0 91 0 0 0 0 0 374
7:15 AM 0 91 73 0 2 94 0 0 54 0 122 0 0 0 0 0 436
7:30 AM 0 96 72 0 0 96 0 0 40 0 120 0 0 0 0 0 424
7:45 AM 0 96 72 0 1 122 0 0 52 1 135 0 0 0 0 0 479
8:00 AM 0 91 58 0 1 67 0 0 54 1 109 0 0 0 0 0 381
8:15 AM 0 91 77 0 1 76 0 0 43 0 109 0 0 0 0 0 397
8:30 AM 0 88 78 0 1 53 0 0 37 0 81 0 0 0 0 0 338
8:45 AM 0 80 54 0 2 72 0 0 40 0 80 0 0 0 0 0 328

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 721 544 0 12 672 0 0 359 2 847 0 0 0 0 0 3157 APPROACH %'s : 0.00% 57.00% 43.00% 0.00% 1.75% 98.25% 0.00% 0.00% 29.72% 0.17% 70.12% 0.00% PEAK HR : 07:15 AM 38 TOTAL
PEAK HR VOL : 0 374 275 0 4 379 0 0 200 2 486 0 0 0 0 0 1720 PEAK HR FACTOR : 0.000 0.974 0.942 0.000 0.500 0.777 0.000 0.000 0.926 0.500 0.900 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 2 0 0 1 2 0 0 0.5 0.5 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 110 87 0 31 92 0 0 24 0 91 0 0 0 0 0 435
4:15 PM 0 100 84 0 36 98 0 0 33 0 110 0 0 0 0 0 461
4:30 PM 0 146 93 0 38 102 0 0 33 1 105 0 0 0 0 0 518
4:45 PM 0 104 96 0 42 95 0 0 38 0 114 0 0 0 0 0 489
5:00 PM 0 124 98 0 21 91 0 0 46 1 109 0 0 0 0 0 490
5:15 PM 0 108 98 0 28 113 0 0 35 0 99 0 0 0 0 0 481
5:30 PM 0 107 104 0 25 108 0 0 28 0 97 0 0 0 0 0 469
5:45 PM 0 109 85 0 22 107 0 0 31 0 112 0 0 0 0 0 466

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 908 745 0 243 806 0 0 268 2 837 0 0 0 0 0 3809 APPROACH %'s : 0.00% 54.93% 45.07% 0.00% 23.16% 76.84% 0.00% 0.00% 24.21% 0.18% 75.61% 0.00% PEAK HR : 04:30 PM 12:00 AM TOTAL
PEAK HR VOL : 0 482 385 0 129 401 0 0 152 2 427 0 0 0 0 0 1978 PEAK HR FACTOR : 0.000 0.825 0.982 0.000 0.768 0.887 0.000 0.000 0.826 0.500 0.936 0.000 0.000 0.000 0.000 0.000 04:30 PM - 05:30 PM

0.955 0.907 0.940 0.931
PM

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

0.898 0.966 0.778 0.915
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-002
3/7/2023
Data - Total
Alder Ave Alder Ave SR-210 EB Ramps SR-210 EB Ramps
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & SR-210 EB Ramps
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:
0 2 0 0 1 2 0 0 0.5 0.5 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 76 53 0 4 86 0 0 26 0 74 0 0 0 0 0 319
7:15 AM 0 82 61 0 1 87 0 0 35 0 96 0 0 0 0 0 362
7:30 AM 0 74 65 0 0 93 0 0 29 0 105 0 0 0 0 0 366
7:45 AM 0 81 66 0 0 114 0 0 39 0 116 0 0 0 0 0 416
8:00 AM 0 69 49 0 1 60 0 0 34 1 91 0 0 0 0 0 305
8:15 AM 0 71 60 0 0 65 0 0 26 0 90 0 0 0 0 0 312
8:30 AM 0 62 67 0 1 49 0 0 24 0 63 0 0 0 0 0 266
8:45 AM 0 59 44 0 2 64 0 0 17 0 57 0 0 0 0 0 243

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 574 465 0 9 618 0 0 230 1 692 0 0 0 0 0 2589 APPROACH %'s : 0.00% 55.25% 44.75% 0.00% 1.44% 98.56% 0.00% 0.00% 24.92% 0.11% 74.97% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 0 306 241 0 2 354 0 0 137 1 408 0 0 0 0 0 1449 PEAK HR FACTOR : 0.000 0.933 0.913 0.000 0.500 0.776 0.000 0.000 0.878 0.250 0.879 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 2 0 0 1 2 0 0 0.5 0.5 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 98 81 0 23 91 0 0 17 0 78 0 0 0 0 0 388
4:15 PM 0 91 76 0 25 92 0 0 20 0 93 0 0 0 0 0 397
4:30 PM 0 134 89 0 34 99 0 0 22 0 92 0 0 0 0 0 470
4:45 PM 0 89 91 0 35 90 0 0 28 0 102 0 0 0 0 0 435
5:00 PM 0 113 93 0 19 88 0 0 38 1 99 0 0 0 0 0 451
5:15 PM 0 97 88 0 26 108 0 0 31 0 87 0 0 0 0 0 437
5:30 PM 0 97 98 0 20 106 0 0 25 0 82 0 0 0 0 0 428
5:45 PM 0 98 80 0 20 100 0 0 27 0 98 0 0 0 0 0 423

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 817 696 0 202 774 0 0 208 1 731 0 0 0 0 0 3429 APPROACH %'s : 0.00% 54.00% 46.00% 0.00% 20.70% 79.30% 0.00% 0.00% 22.13% 0.11% 77.77% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 433 361 0 114 385 0 0 119 1 380 0 0 0 0 0 1793 PEAK HR FACTOR : 0.000 0.808 0.970 0.000 0.814 0.891 0.000 0.000 0.783 0.250 0.931 0.000 0.000 0.000 0.000 0.000 Data - Cars
Alder Ave Alder Ave SR-210 EB Ramps SR-210 EB Ramps

0.930 0.781 0.881
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-002
3/7/2023
04:30 PM - 05:30 PM

0.954 0.890 0.931 0.906
07:15 AM - 08:15 AM

0.871
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & SR-210 EB Ramps
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:
0 2 0 0 1 2 0 0 0.5 0.5 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 3 0 0 0 2 0 0 2 0 4 0 0 0 0 0 11
7:15 AM 0 3 1 0 0 3 0 0 0 0 3 0 0 0 0 0 10
7:30 AM 0 3 1 0 0 0 0 0 3 0 0 0 0 0 0 0 7
7:45 AM 0 0 0 0 1 0 0 0 0 1 2 0 0 0 0 0 4
8:00 AM 0 2 0 0 0 0 0 0 6 0 4 0 0 0 0 0 12
8:15 AM 0 4 4 0 0 1 0 0 1 0 0 0 0 0 0 0 10
8:30 AM 0 4 0 0 0 2 0 0 0 0 0 0 0 0 0 0 6
8:45 AM 0 1 0 0 0 2 0 0 2 0 3 0 0 0 0 0 8

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 20 6 0 1 10 0 0 14 1 16 0 0 0 0 0 68
APPROACH %'s : 0.00% 76.92% 23.08% 0.00% 9.09% 90.91% 0.00% 0.00% 45.16% 3.23% 51.61% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 0 8 2 0 1 3 0 0 9 1 9 0 0 0 0 0 33
PEAK HR FACTOR : 0.000 0.667 0.500 0.000 0.250 0.250 0.000 0.000 0.375 0.250 0.563 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 2 0 0 1 2 0 0 0.5 0.5 1 0 0 0 0 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 10 11 0 10 6 0 0 10 0 15 0 0 0 0 0 62 APPROACH %'s : 0.00% 47.62% 52.38% 0.00% 62.50% 37.50% 0.00% 0.00% 40.00% 0.00% 60.00% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 4 4 0 3 1 0 0 5 0 7 0 0 0 0 0 24
PEAK HR FACTOR : 0.000 0.500 0.500 0.000 0.750 0.250 0.000 0.000 0.625 0.000 0.438 0.000 0.000 0.000 0.000 0.000 Data - 2axle
Alder Ave Alder Ave SR-210 EB Ramps SR-210 EB Ramps

0.625 0.333 0.475
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-002
3/7/2023
04:30 PM - 05:30 PM

0.667 0.667 0.500 0.600
07:15 AM - 08:15 AM

0.688
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & SR-210 EB Ramps
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:
0 2 0 0 1 2 0 0 0.5 0.5 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 1 2 0 0 2 0 0 4 0 1 0 0 0 0 0 10
7:15 AM 0 2 3 0 1 0 0 0 3 0 5 0 0 0 0 0 14
7:30 AM 0 6 1 0 0 1 0 0 3 0 4 0 0 0 0 0 15
7:45 AM 0 0 2 0 0 0 0 0 6 0 3 0 0 0 0 0 11
8:00 AM 0 4 1 0 0 3 0 0 3 0 1 0 0 0 0 0 12
8:15 AM 0 3 2 0 0 1 0 0 1 0 1 0 0 0 0 0 8
8:30 AM 0 3 0 0 0 0 0 0 3 0 0 0 0 0 0 0 6
8:45 AM 0 0 4 0 0 1 0 0 5 0 1 0 0 0 0 0 11

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 19 15 0 1 8 0 0 28 0 16 0 0 0 0 0 87
APPROACH %'s : 0.00% 55.88% 44.12% 0.00% 11.11% 88.89% 0.00% 0.00% 63.64% 0.00% 36.36% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 0 12 7 0 1 4 0 0 15 0 13 0 0 0 0 0 52
PEAK HR FACTOR : 0.000 0.500 0.583 0.000 0.250 0.333 0.000 0.000 0.625 0.000 0.650 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 2 0 0 1 2 0 0 0.5 0.5 1 0 0 0 0 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 14 12 0 7 3 0 0 13 0 15 0 0 0 0 0 64
APPROACH %'s : 0.00% 53.85% 46.15% 0.00% 70.00% 30.00% 0.00% 0.00% 46.43% 0.00% 53.57% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 9 7 0 0 2 0 0 8 0 9 0 0 0 0 0 35
PEAK HR FACTOR : 0.000 0.750 0.583 0.000 0.000 0.250 0.000 0.000 0.667 0.000 0.450 0.000 0.000 0.000 0.000 0.000 Data - 3axle
Alder Ave Alder Ave SR-210 EB Ramps SR-210 EB Ramps

0.679 0.417 0.778
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-002
3/7/2023
04:30 PM - 05:30 PM

0.673 0.667 0.250 0.607
07:15 AM - 08:15 AM

0.867
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & SR-210 EB Ramps
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:
0 2 0 0 1 2 0 0 0.5 0.5 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 8 5 0 0 2 0 0 7 0 12 0 0 0 0 0 34
7:15 AM 0 4 8 0 0 4 0 0 16 0 18 0 0 0 0 0 50
7:30 AM 0 13 5 0 0 2 0 0 5 0 11 0 0 0 0 0 36
7:45 AM 0 15 4 0 0 8 0 0 7 0 14 0 0 0 0 0 48
8:00 AM 0 16 8 0 0 4 0 0 11 0 13 0 0 0 0 0 52
8:15 AM 0 13 11 0 1 9 0 0 15 0 18 0 0 0 0 0 67
8:30 AM 0 19 11 0 0 2 0 0 10 0 18 0 0 0 0 0 60
8:45 AM 0 20 6 0 0 5 0 0 16 0 19 0 0 0 0 0 66

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 108 58 0 1 36 0 0 87 0 123 0 0 0 0 0 413 APPROACH %'s : 0.00% 65.06% 34.94% 0.00% 2.70% 97.30% 0.00% 0.00% 41.43% 0.00% 58.57% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 0 48 25 0 0 18 0 0 39 0 56 0 0 0 0 0 186
PEAK HR FACTOR : 0.000 0.750 0.781 0.000 0.000 0.563 0.000 0.000 0.609 0.000 0.778 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 2 0 0 1 2 0 0 0.5 0.5 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 8 4 0 2 0 0 0 3 0 9 0 0 0 0 0 26
4:15 PM 0 8 3 0 6 4 0 0 10 0 14 0 0 0 0 0 45
4:30 PM 0 9 1 0 3 3 0 0 7 1 8 0 0 0 0 0 32
4:45 PM 0 11 3 0 6 2 0 0 7 0 10 0 0 0 0 0 39
5:00 PM 0 7 1 0 1 3 0 0 4 0 4 0 0 0 0 0 20
5:15 PM 0 9 8 0 2 5 0 0 2 0 9 0 0 0 0 0 35
5:30 PM 0 8 4 0 3 2 0 0 2 0 10 0 0 0 0 0 29
5:45 PM 0 7 2 0 1 4 0 0 2 0 12 0 0 0 0 0 28

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 67 26 0 24 23 0 0 37 1 76 0 0 0 0 0 254 APPROACH %'s : 0.00% 72.04% 27.96% 0.00% 51.06% 48.94% 0.00% 0.00% 32.46% 0.88% 66.67% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 36 13 0 12 13 0 0 20 1 31 0 0 0 0 0 126 PEAK HR FACTOR : 0.000 0.818 0.406 0.000 0.500 0.650 0.000 0.000 0.714 0.250 0.775 0.000 0.000 0.000 0.000 0.000 Data - 4axle
Alder Ave Alder Ave SR-210 EB Ramps SR-210 EB Ramps

0.760 0.563 0.699
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-002
3/7/2023
04:30 PM - 05:30 PM

0.808 0.721 0.781 0.765
07:15 AM - 08:15 AM

0.894
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & SR-210 EB Ramps
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:
0 2 0 0 1 2 0 0 0.5 0.5 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 12 7 0 0 6 0 0 13 0 17 0 0 0 0 0 55
7:15 AM 0 9 12 0 1 7 0 0 19 0 26 0 0 0 0 0 74
7:30 AM 0 22 7 0 0 3 0 0 11 0 15 0 0 0 0 0 58
7:45 AM 0 15 6 0 1 8 0 0 13 1 19 0 0 0 0 0 63
8:00 AM 0 22 9 0 0 7 0 0 20 0 18 0 0 0 0 0 76
8:15 AM 0 20 17 0 1 11 0 0 17 0 19 0 0 0 0 0 85
8:30 AM 0 26 11 0 0 4 0 0 13 0 18 0 0 0 0 0 72
8:45 AM 0 21 10 0 0 8 0 0 23 0 23 0 0 0 0 0 85

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 147 79 0 3 54 0 0 129 1 155 0 0 0 0 0 568 APPROACH %'s : 0.00% 65.04% 34.96% 0.00% 5.26% 94.74% 0.00% 0.00% 45.26% 0.35% 54.39% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 0 68 34 0 2 25 0 0 63 1 78 0 0 0 0 0 271
PEAK HR FACTOR : 0.000 0.773 0.708 0.000 0.500 0.781 0.000 0.000 0.788 0.250 0.750 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 2 0 0 1 2 0 0 0.5 0.5 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 12 6 0 8 1 0 0 7 0 13 0 0 0 0 0 47
4:15 PM 0 9 8 0 11 6 0 0 13 0 17 0 0 0 0 0 64
4:30 PM 0 12 4 0 4 3 0 0 11 1 13 0 0 0 0 0 48
4:45 PM 0 15 5 0 7 5 0 0 10 0 12 0 0 0 0 0 54
5:00 PM 0 11 5 0 2 3 0 0 8 0 10 0 0 0 0 0 39
5:15 PM 0 11 10 0 2 5 0 0 4 0 12 0 0 0 0 0 44
5:30 PM 0 10 6 0 5 2 0 0 3 0 15 0 0 0 0 0 41
5:45 PM 0 11 5 0 2 7 0 0 4 0 14 0 0 0 0 0 43

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 91 49 0 41 32 0 0 60 1 106 0 0 0 0 0 380 APPROACH %'s : 0.00% 65.00% 35.00% 0.00% 56.16% 43.84% 0.00% 0.00% 35.93% 0.60% 63.47% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 49 24 0 15 16 0 0 33 1 47 0 0 0 0 0 185 PEAK HR FACTOR : 0.000 0.817 0.600 0.000 0.536 0.800 0.000 0.000 0.750 0.250 0.904 0.000 0.000 0.000 0.000 0.000 Data - Total Trucks
Alder Ave Alder Ave SR-210 EB Ramps SR-210 EB Ramps

0.823 0.750 0.789
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-002
3/7/2023
04:30 PM - 05:30 PM

0.856 0.869 0.646 0.810
07:15 AM - 08:15 AM

0.891
Prepared by National Data & Surveying Services
ID: 23-030023-002 Day:

City: Rialto Date:

AM 0 379 4 0 AM
NOON 0 0 0 0 NOON
PM 0 401 129 0 PM

AM NOON PM PM NOON AM
0 2 1 0 0 0 0 0
0 0 0 0
0 0 0 0 0 0 0 0
200 0 152 0.5 TEV 1720 0 1978 0 0 0 0
2 0 2 0.5 PHF 0.90 0.95
486 0 427 1 0 0 2 0

AM NOON PM PM NOON AM
PM 0 0 482 385 PM
NOON 0 0 0 0 NOON
AM 0 0 374 275 AM
Pedestrians (Crosswalks)
Cars (PM) Total Trucks (PM)
0 865

NORTHBOUND
Alder Ave
Cars (NOON) Total Trucks (NOON)
NONE
516 0 281
Cars (AM) 828 Total Trucks (AM)
SR-210 EB Ramps

EASTBOUND

WESTBOUND
SR-210 EB Ramps
0 0 0

CONTROL
Signalized
0 NONE
04:30 PM - 05:30 PM 634
Alder Ave & SR-210 EB Ramps
Peak Hour Turning Movement Count
Alder Ave Tuesday
SOUTHBOUND 3/7/2023
PEAK HOURS 4:00 PM - 06:00 PM 07:15 AM - 08:15 AM 574 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM

PMAMAMNOONPM
PM
NOON
AMAM
NOON
PM
NOON
PM
NOON
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
0 0 0 0 0 0
0 0
0 0
0 0
0 0
0 0 0 0
0 0
0 0
0 0
00 47 0
1 33
0 16
15 0
49 24
00 0 000
000
000
00 78 0
1 63
0 252
0 68
34 00
380 0
1 119
0 385
114
0 433
361
00 0 000
000
000
00 408 0
1 137
0 354 2
0 306
241
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & Renaissance Pkwy
City: Rialto Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 12 100 2 0 30 136 14 0 19 22 8 0 6 21 28 0 398
7:15 AM 11 109 6 0 30 165 24 0 23 20 9 0 7 22 31 0 457
7:30 AM 14 110 4 0 23 163 22 0 30 28 12 0 8 24 30 0 468 7:45 AM 24 122 2 0 27 219 17 0 18 45 10 0 8 34 28 0 554 8:00 AM 50 111 3 0 24 137 14 0 19 36 25 0 3 30 23 0 475 8:15 AM 32 117 4 0 26 141 20 0 19 45 21 0 5 42 35 0 507 8:30 AM 12 107 10 0 23 92 13 0 28 53 21 0 7 25 29 0 420 8:45 AM 10 91 3 0 24 112 23 0 12 26 11 0 2 18 24 0 356

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 165 867 34 0 207 1165 147 0 168 275 117 0 46 216 228 0 3635 APPROACH %'s : 15.48% 81.33% 3.19% 0.00% 13.63% 76.70% 9.68% 0.00% 30.00% 49.11% 20.89% 0.00% 9.39% 44.08% 46.53% 0.00% PEAK HR : 07:30 AM 39 TOTAL
PEAK HR VOL : 120 460 13 0 100 660 73 0 86 154 68 0 24 130 116 0 2004 PEAK HR FACTOR : 0.600 0.943 0.813 0.000 0.926 0.753 0.830 0.000 0.717 0.856 0.680 0.000 0.750 0.774 0.829 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 11 133 12 0 31 122 23 0 16 80 22 0 3 48 44 0 545 4:15 PM 18 135 7 0 47 132 36 0 20 66 17 0 4 28 40 0 550 4:30 PM 15 161 9 0 33 143 28 0 20 70 16 0 5 44 47 0 591 4:45 PM 8 143 8 0 38 136 32 0 25 60 15 0 2 45 37 0 549
5:00 PM 14 152 7 0 44 127 35 0 20 64 17 0 4 40 53 0 577 5:15 PM 11 134 9 0 37 132 36 0 25 66 19 0 3 42 39 0 553 5:30 PM 16 164 16 0 29 149 34 0 17 53 6 0 7 35 35 0 561 5:45 PM 9 124 11 0 31 140 41 0 36 86 9 0 6 35 31 0 559

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 102 1146 79 0 290 1081 265 0 179 545 121 0 34 317 326 0 4485 APPROACH %'s : 7.69% 86.36% 5.95% 0.00% 17.73% 66.08% 16.20% 0.00% 21.18% 64.50% 14.32% 0.00% 5.02% 46.82% 48.15% 0.00% PEAK HR : 04:30 PM 12:00 AM TOTAL
PEAK HR VOL : 48 590 33 0 152 538 131 0 90 260 67 0 14 171 176 0 2270 PEAK HR FACTOR : 0.800 0.916 0.917 0.000 0.864 0.941 0.910 0.000 0.900 0.929 0.882 0.000 0.700 0.950 0.830 0.000 04:30 PM - 05:30 PM

0.960 0.907 0.996 0.948 0.930
PM

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

0.904 0.904 0.792 0.906 0.823
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-003
3/7/2023
Data - Total
Alder Ave Alder Ave Renaissance Pkwy Renaissance Pkwy
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & Renaissance Pkwy
City: Rialto Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 10 92 2 0 23 125 10 0 19 19 8 0 5 21 18 0 352
7:15 AM 9 103 6 0 19 145 21 0 21 17 8 0 6 22 19 0 396
7:30 AM 12 95 4 0 20 150 20 0 27 25 9 0 8 23 19 0 412
7:45 AM 24 111 1 0 20 202 16 0 17 43 8 0 8 33 17 0 500
8:00 AM 49 90 3 0 14 121 14 0 18 36 22 0 3 27 13 0 410
8:15 AM 30 100 3 0 15 122 20 0 16 43 21 0 4 39 19 0 432 8:30 AM 10 92 8 0 17 77 11 0 25 53 20 0 5 24 9 0 351
8:45 AM 10 77 3 0 14 92 22 0 12 24 11 0 2 17 10 0 294

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 154 760 30 0 142 1034 134 0 155 260 107 0 41 206 124 0 3147 APPROACH %'s : 16.31% 80.51% 3.18% 0.00% 10.84% 78.93% 10.23% 0.00% 29.69% 49.81% 20.50% 0.00% 11.05% 55.53% 33.42% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 115 396 11 0 69 595 70 0 78 147 60 0 23 122 68 0 1754 PEAK HR FACTOR : 0.587 0.892 0.688 0.000 0.863 0.736 0.875 0.000 0.722 0.855 0.682 0.000 0.719 0.782 0.895 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 11 124 10 0 28 111 23 0 15 79 21 0 2 48 36 0 508 4:15 PM 18 124 6 0 38 119 35 0 20 66 17 0 3 28 34 0 508 4:30 PM 14 149 8 0 30 132 26 0 19 70 16 0 5 44 44 0 557 4:45 PM 8 129 8 0 35 123 32 0 23 58 15 0 2 45 32 0 510
5:00 PM 13 142 7 0 37 120 35 0 20 61 17 0 3 39 48 0 542 5:15 PM 11 127 9 0 32 122 34 0 24 64 19 0 1 42 26 0 511 5:30 PM 16 159 16 0 25 136 34 0 17 53 6 0 7 33 24 0 526 5:45 PM 9 116 11 0 29 123 40 0 34 86 9 0 4 34 23 0 518

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 100 1070 75 0 254 986 259 0 172 537 120 0 27 313 267 0 4180 APPROACH %'s : 8.03% 85.94% 6.02% 0.00% 16.94% 65.78% 17.28% 0.00% 20.75% 64.78% 14.48% 0.00% 4.45% 51.57% 43.99% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 46 547 32 0 134 497 127 0 86 253 67 0 11 170 150 0 2120 PEAK HR FACTOR : 0.821 0.918 0.889 0.000 0.905 0.941 0.907 0.000 0.896 0.904 0.882 0.000 0.550 0.944 0.781 0.000 Data - Cars
Alder Ave Alder Ave Renaissance Pkwy Renaissance Pkwy

0.919 0.771 0.891 0.859
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-003
3/7/2023
04:30 PM - 05:30 PM

0.952 0.914 0.987 0.949 0.890
07:30 AM - 08:30 AM

0.877
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & Renaissance Pkwy
City: Rialto Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 2 1 0 0 2 2 2 0 0 3 0 0 0 0 2 0 14
7:15 AM 0 1 0 0 2 2 2 0 2 1 0 0 0 0 1 0 11
7:30 AM 0 4 0 0 0 0 0 0 0 3 0 0 0 1 0 0 8
7:45 AM 0 1 1 0 0 1 0 0 0 2 1 0 0 0 0 0 6
8:00 AM 0 1 0 0 3 1 0 0 0 0 1 0 0 2 2 0 10
8:15 AM 1 1 0 0 1 1 0 0 2 2 0 0 0 1 3 0 12
8:30 AM 1 2 0 0 0 1 1 0 0 0 0 0 0 1 2 0 8
8:45 AM 0 1 0 0 1 4 0 0 0 1 0 0 0 1 0 0 8

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 4 12 1 0 9 12 5 0 4 12 2 0 0 6 10 0 77
APPROACH %'s : 23.53% 70.59% 5.88% 0.00% 34.62% 46.15% 19.23% 0.00% 22.22% 66.67% 11.11% 0.00% 0.00% 37.50% 62.50% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 1 7 1 0 4 3 0 0 2 7 2 0 0 4 5 0 36
PEAK HR FACTOR : 0.250 0.438 0.250 0.000 0.333 0.750 0.000 0.000 0.250 0.583 0.500 0.000 0.000 0.500 0.417 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 1 16 0 0 2 18 0 0 3 4 0 0 0 3 2 0 49
APPROACH %'s : 5.88% 94.12% 0.00% 0.00% 10.00% 90.00% 0.00% 0.00% 42.86% 57.14% 0.00% 0.00% 0.00% 60.00% 40.00% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 1 6 0 0 2 6 0 0 1 3 0 0 0 0 1 0 20
PEAK HR FACTOR : 0.250 0.750 0.000 0.000 0.500 0.500 0.000 0.000 0.250 0.750 0.000 0.000 0.000 0.000 0.250 0.000 Data - 2axle
Alder Ave Alder Ave Renaissance Pkwy Renaissance Pkwy

0.563 0.438 0.688 0.563
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-003
3/7/2023
04:30 PM - 05:30 PM

0.625 0.583 0.500 0.500 0.250
07:30 AM - 08:30 AM

0.750
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & Renaissance Pkwy
City: Rialto Project ID:

Control: Signalized Date:

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

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 3 17 2 0 4 18 2 0 2 1 1 0 1 0 15 0 66
APPROACH %'s : 13.64% 77.27% 9.09% 0.00% 16.67% 75.00% 8.33% 0.00% 50.00% 25.00% 25.00% 0.00% 6.25% 0.00% 93.75% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 2 11 1 0 1 11 1 0 2 0 1 0 0 0 6 0 36
PEAK HR FACTOR : 0.500 0.550 0.250 0.000 0.250 0.688 0.250 0.000 0.250 0.000 0.250 0.000 0.000 0.000 0.750 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 12 1 0 3 14 1 0 3 1 0 0 0 1 12 0 48
APPROACH %'s : 0.00% 92.31% 7.69% 0.00% 16.67% 77.78% 5.56% 0.00% 75.00% 25.00% 0.00% 0.00% 0.00% 7.69% 92.31% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 8 1 0 2 8 1 0 2 1 0 0 0 1 6 0 30
PEAK HR FACTOR : 0.000 0.400 0.250 0.000 0.250 0.667 0.250 0.000 0.500 0.250 0.000 0.000 0.000 0.250 0.500 0.000 Data - 3axle
Alder Ave Alder Ave Renaissance Pkwy Renaissance Pkwy

0.700 0.650 0.375 0.750
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-003
3/7/2023
04:30 PM - 05:30 PM

0.577 0.450 0.550 0.750 0.583
07:30 AM - 08:30 AM

0.692
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & Renaissance Pkwy
City: Rialto Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 5 0 0 4 8 1 0 0 0 0 0 1 0 6 0 25
7:15 AM 2 5 0 0 8 14 1 0 0 1 1 0 1 0 7 0 40
7:30 AM 1 8 0 0 3 9 1 0 1 0 3 0 0 0 9 0 35
7:45 AM 0 9 0 0 7 14 1 0 1 0 1 0 0 1 10 0 44
8:00 AM 1 15 0 0 6 11 0 0 1 0 1 0 0 1 7 0 43
8:15 AM 0 14 0 0 10 17 0 0 1 0 0 0 1 2 11 0 56
8:30 AM 0 11 1 0 5 14 1 0 3 0 1 0 1 0 17 0 54
8:45 AM 0 11 0 0 9 14 1 0 0 1 0 0 0 0 12 0 48

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 4 78 1 0 52 101 6 0 7 2 7 0 4 4 79 0 345 APPROACH %'s : 4.82% 93.98% 1.20% 0.00% 32.70% 63.52% 3.77% 0.00% 43.75% 12.50% 43.75% 0.00% 4.60% 4.60% 90.80% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 2 46 0 0 26 51 2 0 4 0 5 0 1 4 37 0 178
PEAK HR FACTOR : 0.500 0.767 0.000 0.000 0.650 0.750 0.500 0.000 1.000 0.000 0.417 0.000 0.250 0.500 0.841 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 4 2 0 3 6 0 0 0 0 1 0 1 0 8 0 25
4:15 PM 0 6 1 0 8 9 1 0 0 0 0 0 1 0 5 0 31
4:30 PM 0 8 0 0 2 8 1 0 0 0 0 0 0 0 2 0 21
4:45 PM 0 11 0 0 2 9 0 0 0 1 0 0 0 0 3 0 26
5:00 PM 1 4 0 0 5 3 0 0 0 1 0 0 1 0 4 0 19
5:15 PM 0 6 0 0 5 7 2 0 1 1 0 0 2 0 10 0 34
5:30 PM 0 4 0 0 4 8 0 0 0 0 0 0 0 0 8 0 24
5:45 PM 0 5 0 0 2 13 1 0 0 0 0 0 2 0 5 0 28

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 1 48 3 0 31 63 5 0 1 3 1 0 7 0 45 0 208 APPROACH %'s : 1.92% 92.31% 5.77% 0.00% 31.31% 63.64% 5.05% 0.00% 20.00% 60.00% 20.00% 0.00% 13.46% 0.00% 86.54% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 1 29 0 0 14 27 3 0 1 3 0 0 3 0 19 0 100
PEAK HR FACTOR : 0.250 0.659 0.000 0.000 0.700 0.750 0.375 0.000 0.250 0.750 0.000 0.000 0.375 0.000 0.475 0.000 Data - 4axle
Alder Ave Alder Ave Renaissance Pkwy Renaissance Pkwy

0.750 0.731 0.563 0.750
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-003
3/7/2023
04:30 PM - 05:30 PM

0.735 0.682 0.786 0.500 0.458
07:30 AM - 08:30 AM

0.795
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & Renaissance Pkwy
City: Rialto Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 2 8 0 0 7 11 4 0 0 3 0 0 1 0 10 0 46
7:15 AM 2 6 0 0 11 20 3 0 2 3 1 0 1 0 12 0 61
7:30 AM 2 15 0 0 3 13 2 0 3 3 3 0 0 1 11 0 56
7:45 AM 0 11 1 0 7 17 1 0 1 2 2 0 0 1 11 0 54
8:00 AM 1 21 0 0 10 16 0 0 1 0 3 0 0 3 10 0 65
8:15 AM 2 17 1 0 11 19 0 0 3 2 0 0 1 3 16 0 75
8:30 AM 2 15 2 0 6 15 2 0 3 0 1 0 2 1 20 0 69
8:45 AM 0 14 0 0 10 20 1 0 0 2 0 0 0 1 14 0 62

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 11 107 4 0 65 131 13 0 13 15 10 0 5 10 104 0 488 APPROACH %'s : 9.02% 87.70% 3.28% 0.00% 31.10% 62.68% 6.22% 0.00% 34.21% 39.47% 26.32% 0.00% 4.20% 8.40% 87.39% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 5 64 2 0 31 65 3 0 8 7 8 0 1 8 48 0 250
PEAK HR FACTOR : 0.625 0.762 0.500 0.000 0.705 0.855 0.375 0.000 0.667 0.583 0.667 0.000 0.250 0.667 0.750 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 9 2 0 3 11 0 0 1 1 1 0 1 0 8 0 37
4:15 PM 0 11 1 0 9 13 1 0 0 0 0 0 1 0 6 0 42
4:30 PM 1 12 1 0 3 11 2 0 1 0 0 0 0 0 3 0 34
4:45 PM 0 14 0 0 3 13 0 0 2 2 0 0 0 0 5 0 39
5:00 PM 1 10 0 0 7 7 0 0 0 3 0 0 1 1 5 0 35
5:15 PM 0 7 0 0 5 10 2 0 1 2 0 0 2 0 13 0 42
5:30 PM 0 5 0 0 4 13 0 0 0 0 0 0 0 2 11 0 35
5:45 PM 0 8 0 0 2 17 1 0 2 0 0 0 2 1 8 0 41

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 2 76 4 0 36 95 6 0 7 8 1 0 7 4 59 0 305 APPROACH %'s : 2.44% 92.68% 4.88% 0.00% 26.28% 69.34% 4.38% 0.00% 43.75% 50.00% 6.25% 0.00% 10.00% 5.71% 84.29% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 2 43 1 0 18 41 4 0 4 7 0 0 3 1 26 0 150
PEAK HR FACTOR : 0.500 0.768 0.250 0.000 0.643 0.788 0.500 0.000 0.500 0.583 0.000 0.000 0.375 0.250 0.500 0.000 Data - Total Trucks
Alder Ave Alder Ave Renaissance Pkwy Renaissance Pkwy

0.807 0.825 0.639 0.713
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-003
3/7/2023
04:30 PM - 05:30 PM

0.893 0.821 0.926 0.688 0.500
07:30 AM - 08:30 AM

0.833
Prepared by National Data & Surveying Services
ID: 23-030023-003 Day:

City: Rialto Date:

AM 73 660 100 0 AM
NOON 0 0 0 0 NOON
PM 131 538 152 0 PM

AM NOON PM PM NOON AM
0 2 1 0 0 176 0 116
2 171 0 130
0 0 0 0 1 14 0 24
86 0 90 1 TEV 2004 0 2270 0 0 0 0
154 0 260 2 PHF 0.90 0.96
68 0 67 0 0 1 2 0

AM NOON PM PM NOON AM
PM 0 48 590 33 PM
NOON 0 0 0 0 NOON
AM 0 120 460 13 AM
Pedestrians (Crosswalks)
Cars (PM) Total Trucks (PM)
0 752

NORTHBOUND
Alder Ave
Cars (NOON) Total Trucks (NOON)
NONE
445 0 267
Cars (AM) 619 Total Trucks (AM)
Renaissance Pkwy

EASTBOUND

WESTBOUND
Renaissance Pkwy
323 0 350

CONTROL
Signalized
0 NONE
04:30 PM - 05:30 PM 856
Alder Ave & Renaissance Pkwy
Peak Hour Turning Movement Count
Alder Ave Tuesday
SOUTHBOUND 3/7/2023
PEAK HOURS 4:00 PM - 06:00 PM 07:30 AM - 08:30 AM 662 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM

PMAMAMNOONPM
PM
NOON
AMAM
NOON
PM
NOON
PM
NOON
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
0 0 0 0 0 0
0 0
0 0
0 0
0 0
0 0 0 0
0 0
0 0
0 0
261
0 374
4 41
18 2
431
00 0 000
000
000
488
8 178
3 65
31 5
642
150170
67 11
253
86 127
497
134
46 547
32 00
0 000
000
000
68122
60 23
147
78 70
595
69 115
396
11 National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & Baseline Rd
City: Rialto Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 17 54 4 0 11 42 13 0 11 32 9 0 5 71 35 0 304
7:15 AM 19 67 15 0 12 78 16 0 21 53 16 0 6 74 24 0 401
7:30 AM 40 71 42 0 6 71 29 0 26 78 16 0 15 126 29 0 549 7:45 AM 51 77 39 0 10 106 41 0 34 90 22 0 14 110 33 0 627 8:00 AM 41 82 13 0 15 98 33 0 16 84 18 0 1 111 23 0 535 8:15 AM 23 64 3 0 18 64 30 0 17 99 14 0 9 108 20 0 469
8:30 AM 11 68 1 0 19 63 8 0 19 92 12 0 9 63 19 0 384
8:45 AM 9 55 4 0 9 38 18 0 14 60 8 0 7 62 17 0 301

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 211 538 121 0 100 560 188 0 158 588 115 0 66 725 200 0 3570 APPROACH %'s : 24.25% 61.84% 13.91% 0.00% 11.79% 66.04% 22.17% 0.00% 18.35% 68.29% 13.36% 0.00% 6.66% 73.16% 20.18% 0.00% PEAK HR : 07:30 AM 39 TOTAL
PEAK HR VOL : 155 294 97 0 49 339 133 0 93 351 70 0 39 455 105 0 2180 PEAK HR FACTOR : 0.760 0.896 0.577 0.000 0.681 0.800 0.811 0.000 0.684 0.886 0.795 0.000 0.650 0.903 0.795 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 1 1 1 0 1 1 0 0 1 1 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 13 84 11 0 27 88 33 0 19 106 15 0 14 78 13 0 501 4:15 PM 7 77 13 0 26 86 28 0 13 103 15 0 13 83 23 0 487 4:30 PM 10 86 6 0 28 98 36 0 20 94 17 0 13 80 25 0 513
4:45 PM 13 75 14 0 15 85 19 0 23 120 15 0 14 89 12 0 494 5:00 PM 10 102 8 0 19 70 26 0 13 102 8 0 9 94 14 0 475
5:15 PM 12 88 7 0 24 77 18 0 18 110 15 0 16 88 23 0 496 5:30 PM 12 91 5 0 18 83 29 0 16 79 6 0 10 77 31 0 457
5:45 PM 8 87 12 0 30 74 19 0 18 86 9 0 9 85 22 0 459

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 85 690 76 0 187 661 208 0 140 800 100 0 98 674 163 0 3882 APPROACH %'s : 9.99% 81.08% 8.93% 0.00% 17.71% 62.59% 19.70% 0.00% 13.46% 76.92% 9.62% 0.00% 10.48% 72.09% 17.43% 0.00% PEAK HR : 04:00 PM 12:00 AM TOTAL
PEAK HR VOL : 43 322 44 0 96 357 116 0 75 423 62 0 54 330 73 0 1995 PEAK HR FACTOR : 0.827 0.936 0.786 0.000 0.857 0.911 0.806 0.000 0.815 0.881 0.912 0.000 0.964 0.927 0.730 0.000 04:00 PM - 05:00 PM

0.972 0.947 0.878 0.886 0.960
PM

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

0.869 0.817 0.830 0.880 0.881
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-004
3/7/2023
Data - Total
Alder Ave Alder Ave Baseline Rd Baseline Rd
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & Baseline Rd
City: Rialto Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 16 54 4 0 10 42 11 0 11 30 9 0 5 67 33 0 292
7:15 AM 18 66 15 0 12 78 15 0 21 49 14 0 6 70 22 0 386
7:30 AM 40 68 41 0 5 71 28 0 24 76 14 0 15 120 24 0 526 7:45 AM 50 76 38 0 10 104 40 0 34 84 20 0 14 104 30 0 604 8:00 AM 39 81 12 0 13 95 31 0 15 78 18 0 1 107 19 0 509 8:15 AM 23 61 2 0 14 64 29 0 17 94 13 0 8 106 17 0 448
8:30 AM 11 66 1 0 16 63 7 0 17 89 12 0 9 59 16 0 366
8:45 AM 9 54 4 0 8 35 15 0 13 59 8 0 5 61 15 0 286

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 206 526 117 0 88 552 176 0 152 559 108 0 63 694 176 0 3417 APPROACH %'s : 24.26% 61.96% 13.78% 0.00% 10.78% 67.65% 21.57% 0.00% 18.56% 68.25% 13.19% 0.00% 6.75% 74.38% 18.86% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 152 286 93 0 42 334 128 0 90 332 65 0 38 437 90 0 2087 PEAK HR FACTOR : 0.760 0.883 0.567 0.000 0.750 0.803 0.800 0.000 0.662 0.883 0.813 0.000 0.633 0.910 0.750 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 1 1 1 0 1 1 0 0 1 1 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 13 84 11 0 22 87 31 0 16 102 14 0 13 74 13 0 480 4:15 PM 7 76 13 0 20 84 27 0 12 101 15 0 12 80 21 0 468 4:30 PM 10 85 6 0 26 97 36 0 19 93 17 0 13 79 22 0 503
4:45 PM 13 75 14 0 14 84 18 0 23 118 15 0 14 84 9 0 481 5:00 PM 10 101 7 0 14 70 25 0 13 101 8 0 8 90 11 0 458
5:15 PM 12 88 7 0 21 76 17 0 17 105 15 0 16 86 20 0 480 5:30 PM 12 90 5 0 17 82 28 0 15 79 6 0 10 77 29 0 450
5:45 PM 8 87 12 0 26 73 18 0 18 81 9 0 9 83 21 0 445

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 85 686 75 0 160 653 200 0 133 780 99 0 95 653 146 0 3765 APPROACH %'s : 10.05% 81.09% 8.87% 0.00% 15.79% 64.46% 19.74% 0.00% 13.14% 77.08% 9.78% 0.00% 10.63% 73.04% 16.33% 0.00% PEAK HR : 04:00 PM 289 0 0 TOTAL
PEAK HR VOL : 43 320 44 0 82 352 112 0 70 414 61 0 52 317 65 0 1932 PEAK HR FACTOR : 0.827 0.941 0.786 0.000 0.788 0.907 0.778 0.000 0.761 0.877 0.897 0.000 0.929 0.943 0.739 0.000 Data - Cars
Alder Ave Alder Ave Baseline Rd Baseline Rd

0.809 0.818 0.882 0.888
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-004
3/7/2023
04:00 PM - 05:00 PM

0.960 0.942 0.858 0.873 0.952
07:30 AM - 08:30 AM

0.864
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & Baseline Rd
City: Rialto Project ID:

Control: Signalized Date:

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

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 3 7 3 0 2 5 4 0 1 16 5 0 0 20 3 0 69
APPROACH %'s : 23.08% 53.85% 23.08% 0.00% 18.18% 45.45% 36.36% 0.00% 4.55% 72.73% 22.73% 0.00% 0.00% 86.96% 13.04% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 2 3 3 0 0 2 2 0 1 10 4 0 0 12 2 0 41
PEAK HR FACTOR : 0.500 0.750 0.750 0.000 0.000 0.500 0.500 0.000 0.250 0.833 0.500 0.000 0.000 0.600 0.500 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 1 1 1 0 1 1 0 0 1 1 1 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 3 0 0 3 4 2 0 5 10 1 0 1 9 2 0 40
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 33.33% 44.44% 22.22% 0.00% 31.25% 62.50% 6.25% 0.00% 8.33% 75.00% 16.67% 0.00% PEAK HR : 04:00 PM 289 0 0 TOTAL
PEAK HR VOL : 0 2 0 0 3 2 1 0 4 4 1 0 1 6 1 0 25
PEAK HR FACTOR : 0.000 0.500 0.000 0.000 0.750 0.500 0.250 0.000 0.333 0.500 0.250 0.000 0.250 0.375 0.250 0.000 Data - 2axle
Alder Ave Alder Ave Baseline Rd Baseline Rd

0.667 0.500 0.750 0.583
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-004
3/7/2023
04:00 PM - 05:00 PM

0.521 0.500 0.750 0.375 0.500
07:30 AM - 08:30 AM

0.788
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & Baseline Rd
City: Rialto Project ID:

Control: Signalized Date:

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

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 1 5 1 0 1 1 2 0 3 3 0 0 2 2 5 0 26
APPROACH %'s : 14.29% 71.43% 14.29% 0.00% 25.00% 25.00% 50.00% 0.00% 50.00% 50.00% 0.00% 0.00% 22.22% 22.22% 55.56% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 1 5 1 0 0 1 2 0 2 1 0 0 0 1 4 0 18
PEAK HR FACTOR : 0.250 0.625 0.250 0.000 0.000 0.250 0.500 0.000 0.500 0.250 0.000 0.000 0.000 0.250 0.500 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 1 1 1 0 1 1 0 0 1 1 1 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 1 0 6 1 0 0 0 3 0 0 0 1 3 0 15
APPROACH %'s : 0.00% 0.00% 100.00% 0.00% 85.71% 14.29% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 25.00% 75.00% 0.00% PEAK HR : 04:00 PM 289 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 2 1 0 0 0 1 0 0 0 1 1 0 6
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.250 0.250 0.000 Data - 3axle
Alder Ave Alder Ave Baseline Rd Baseline Rd

0.583 0.375 0.375 0.625
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-004
3/7/2023
04:00 PM - 05:00 PM

0.375 0.250 0.250 0.500
07:30 AM - 08:30 AM

0.643
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & Baseline Rd
City: Rialto Project ID:

Control: Signalized Date:

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

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 1 0 0 0 9 2 6 0 2 10 2 0 1 9 16 0 58
APPROACH %'s : 100.00% 0.00% 0.00% 0.00% 52.94% 11.76% 35.29% 0.00% 14.29% 71.43% 14.29% 0.00% 3.85% 34.62% 61.54% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 7 2 1 0 0 8 1 0 1 5 9 0 34
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.438 0.250 0.250 0.000 0.000 0.667 0.250 0.000 0.250 0.625 0.750 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 1 1 1 0 1 1 0 0 1 1 1 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1 0 0 18 3 6 0 2 7 0 0 2 11 12 0 62
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 66.67% 11.11% 22.22% 0.00% 22.22% 77.78% 0.00% 0.00% 8.00% 44.00% 48.00% 0.00% PEAK HR : 04:00 PM 289 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 9 2 3 0 1 4 0 0 1 6 6 0 32
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.450 0.500 0.750 0.000 0.250 0.500 0.000 0.000 0.250 0.500 0.500 0.000 Data - 4axle
Alder Ave Alder Ave Baseline Rd Baseline Rd

0.625 0.563 0.625
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-004
3/7/2023
04:00 PM - 05:00 PM

0.667 0.500 0.625 0.542
07:30 AM - 08:30 AM

0.708
National Data & Surveying Services
Intersection Turning Movement Count
Location: Alder Ave & Baseline Rd
City: Rialto Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 1 0 0 0 1 0 2 0 0 2 0 0 0 4 2 0 12
7:15 AM 1 1 0 0 0 0 1 0 0 4 2 0 0 4 2 0 15
7:30 AM 0 3 1 0 1 0 1 0 2 2 2 0 0 6 5 0 23
7:45 AM 1 1 1 0 0 2 1 0 0 6 2 0 0 6 3 0 23
8:00 AM 2 1 1 0 2 3 2 0 1 6 0 0 0 4 4 0 26
8:15 AM 0 3 1 0 4 0 1 0 0 5 1 0 1 2 3 0 21
8:30 AM 0 2 0 0 3 0 1 0 2 3 0 0 0 4 3 0 18
8:45 AM 0 1 0 0 1 3 3 0 1 1 0 0 2 1 2 0 15

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 5 12 4 0 12 8 12 0 6 29 7 0 3 31 24 0 153 APPROACH %'s : 23.81% 57.14% 19.05% 0.00% 37.50% 25.00% 37.50% 0.00% 14.29% 69.05% 16.67% 0.00% 5.17% 53.45% 41.38% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 3 8 4 0 7 5 5 0 3 19 5 0 1 18 15 0 93
PEAK HR FACTOR : 0.375 0.667 1.000 0.000 0.438 0.417 0.625 0.000 0.375 0.792 0.625 0.000 0.250 0.750 0.750 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 1 1 1 0 1 1 0 0 1 1 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 0 0 0 5 1 2 0 3 4 1 0 1 4 0 0 21
4:15 PM 0 1 0 0 6 2 1 0 1 2 0 0 1 3 2 0 19
4:30 PM 0 1 0 0 2 1 0 0 1 1 0 0 0 1 3 0 10
4:45 PM 0 0 0 0 1 1 1 0 0 2 0 0 0 5 3 0 13
5:00 PM 0 1 1 0 5 0 1 0 0 1 0 0 1 4 3 0 17
5:15 PM 0 0 0 0 3 1 1 0 1 5 0 0 0 2 3 0 16
5:30 PM 0 1 0 0 1 1 1 0 1 0 0 0 0 0 2 0 7
5:45 PM 0 0 0 0 4 1 1 0 0 5 0 0 0 2 1 0 14

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 4 1 0 27 8 8 0 7 20 1 0 3 21 17 0 117 APPROACH %'s : 0.00% 80.00% 20.00% 0.00% 62.79% 18.60% 18.60% 0.00% 25.00% 71.43% 3.57% 0.00% 7.32% 51.22% 41.46% 0.00% PEAK HR : 04:00 PM 289 0 0 TOTAL
PEAK HR VOL : 0 2 0 0 14 5 4 0 5 9 1 0 2 13 8 0 63
PEAK HR FACTOR : 0.000 0.500 0.000 0.000 0.583 0.625 0.500 0.000 0.417 0.563 0.250 0.000 0.500 0.650 0.667 0.000 Data - Total Trucks
Alder Ave Alder Ave Baseline Rd Baseline Rd

0.938 0.607 0.844 0.773
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-004
3/7/2023
04:00 PM - 05:00 PM

0.750 0.500 0.639 0.469 0.719
07:30 AM - 08:30 AM

0.894
Prepared by National Data & Surveying Services
ID: 23-030023-004 Day:

City: Rialto Date:

AM 133 339 49 0 AM
NOON 0 0 0 0 NOON
PM 116 357 96 0 PM

AM NOON PM PM NOON AM
1 1 1 0 1 73 0 105
1 330 0 455
0 0 0 0 1 54 0 39
93 0 75 1 TEV 2180 0 1995 0 0 0 0
351 0 423 1 PHF 0.87 0.97
70 0 62 0 0 1 1 0

AM NOON PM PM NOON AM
PM 0 43 322 44 PM
NOON 0 0 0 0 NOON
AM 0 155 294 97 AM
Pedestrians (Crosswalks)
Cars (PM) Total Trucks (PM)
0 448

NORTHBOUND
Alder Ave
Cars (NOON) Total Trucks (NOON)
NONE
563 0 497
Cars (AM) 473 Total Trucks (AM)
Baseline Rd

EASTBOUND

WESTBOUND
Baseline Rd
743 0 489

CONTROL
Signalized
0 NONE
04:00 PM - 05:00 PM 470
Alder Ave & Baseline Rd
Peak Hour Turning Movement Count
Alder Ave Tuesday
SOUTHBOUND 3/7/2023
PEAK HOURS 4:00 PM - 06:00 PM 07:30 AM - 08:30 AM 492 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM

PMAMAMNOONPM
PM
NOON
AMAM
NOON
PM
NOON
PM
NOON
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
0 0 0 0 0 0
0 0
0 0
0 0
0 0
0 0 0 0
0 0
0 0
0 0
813
1 295
45 14
020
00 0 000
000
000
1518
5 1
19 3
557
384
65317
61 52
414
70 112
352
82 43
320
44 00
0 000
000
000
90437
65 38
332
90 128
334
42 152
286
93 National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Renaissance Pkwy
City: Rialto Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 6 163 3 0 29 121 73 0 61 21 18 0 2 20 96 0 613
7:15 AM 15 148 2 0 43 180 79 0 45 10 15 0 4 23 95 0 659 7:30 AM 8 174 7 0 39 179 83 0 50 26 18 0 8 28 78 0 698
7:45 AM 1 162 11 0 57 175 90 0 52 19 17 0 8 32 89 0 713 8:00 AM 4 190 12 0 42 174 86 0 75 34 18 0 5 28 95 0 763 8:15 AM 32 174 7 0 58 150 73 0 51 26 26 0 5 32 85 1 720 8:30 AM 20 146 8 0 49 136 92 0 51 42 14 2 5 36 79 0 680 8:45 AM 11 126 10 0 53 146 100 0 54 20 15 0 4 24 73 0 636

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 97 1283 60 0 370 1261 676 0 439 198 141 2 41 223 690 1 5482 APPROACH %'s : 6.74% 89.10% 4.17% 0.00% 16.04% 54.66% 29.30% 0.00% 56.28% 25.38% 18.08% 0.26% 4.29% 23.35% 72.25% 0.10% PEAK HR : 07:30 AM 39 TOTAL
PEAK HR VOL : 45 700 37 0 196 678 332 0 228 105 79 0 26 120 347 1 2894 PEAK HR FACTOR : 0.352 0.921 0.771 0.000 0.845 0.947 0.922 0.000 0.760 0.772 0.760 0.000 0.813 0.938 0.913 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 2 1 0 2 2 1 0 2 2 1 0 2 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 28 162 14 0 95 197 128 0 90 103 20 0 11 61 84 0 993 4:15 PM 25 158 16 0 73 206 141 0 94 84 27 0 15 49 73 0 961 4:30 PM 26 196 11 0 98 203 124 0 85 100 25 0 19 44 91 0 1022 4:45 PM 22 196 26 0 69 206 146 0 92 100 30 0 18 46 78 0 1029 5:00 PM 28 191 21 0 95 210 138 0 96 100 31 0 11 52 98 0 1071 5:15 PM 30 185 17 0 79 180 145 0 102 76 24 0 12 41 89 0 980 5:30 PM 24 206 16 0 83 182 139 0 93 80 44 1 13 48 70 0 999 5:45 PM 19 172 18 0 70 204 172 0 94 79 25 0 14 65 56 0 988

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 202 1466 139 0 662 1588 1133 0 746 722 226 1 113 406 639 0 8043 APPROACH %'s : 11.18% 81.13% 7.69% 0.00% 19.57% 46.94% 33.49% 0.00% 44.01% 42.60% 13.33% 0.06% 9.76% 35.06% 55.18% 0.00% PEAK HR : 04:30 PM 12:00 AM TOTAL
PEAK HR VOL : 106 768 75 0 341 799 553 0 375 376 110 0 60 183 356 0 4102 PEAK HR FACTOR : 0.883 0.980 0.721 0.000 0.870 0.951 0.947 0.000 0.919 0.940 0.887 0.000 0.789 0.880 0.908 0.000 04:30 PM - 05:30 PM

0.958 0.972 0.955 0.948 0.930
PM

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

0.948 0.918 0.936 0.811 0.957
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-005
3/7/2023
Data - Total
Ayala Dr Ayala Dr Renaissance Pkwy Renaissance Pkwy
National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Renaissance Pkwy
City: Rialto Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 6 161 3 0 29 115 69 0 60 20 18 0 2 20 95 0 598
7:15 AM 15 146 2 0 43 179 75 0 44 10 15 0 4 23 95 0 651 7:30 AM 8 169 7 0 38 174 79 0 48 26 18 0 8 28 78 0 681
7:45 AM 0 161 10 0 56 169 89 0 48 18 16 0 7 30 88 0 692 8:00 AM 3 186 12 0 42 167 85 0 74 33 18 0 3 28 93 0 744 8:15 AM 32 172 6 0 58 144 72 0 48 26 25 0 5 32 84 1 705 8:30 AM 19 141 6 0 48 132 88 0 49 42 14 2 5 36 78 0 660 8:45 AM 11 122 10 0 51 139 97 0 54 20 15 0 3 24 70 0 616

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 94 1258 56 0 365 1219 654 0 425 195 139 2 37 221 681 1 5347 APPROACH %'s : 6.68% 89.35% 3.98% 0.00% 16.31% 54.47% 29.22% 0.00% 55.85% 25.62% 18.27% 0.26% 3.94% 23.51% 72.45% 0.11% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 43 688 35 0 194 654 325 0 218 103 77 0 23 118 343 1 2822 PEAK HR FACTOR : 0.336 0.925 0.729 0.000 0.836 0.940 0.913 0.000 0.736 0.780 0.770 0.000 0.719 0.922 0.922 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 2 1 0 2 2 1 0 2 2 1 0 2 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 28 158 12 0 95 194 128 0 89 101 20 0 11 59 83 0 978 4:15 PM 25 156 16 0 72 198 141 0 94 83 27 0 15 47 73 0 947 4:30 PM 26 195 11 0 98 201 123 0 84 98 24 0 19 43 91 0 1013 4:45 PM 22 194 26 0 68 204 144 0 91 100 30 0 17 46 78 0 1020 5:00 PM 28 189 21 0 95 207 136 0 94 99 29 0 10 51 97 0 1056 5:15 PM 30 184 17 0 79 179 143 0 102 76 24 0 12 41 89 0 976 5:30 PM 24 204 16 0 83 181 137 0 91 80 44 1 13 48 69 0 991 5:45 PM 19 171 18 0 68 203 170 0 94 78 24 0 14 64 56 0 979

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 202 1451 137 0 658 1567 1122 0 739 715 222 1 111 399 636 0 7960 APPROACH %'s : 11.28% 81.06% 7.65% 0.00% 19.66% 46.82% 33.52% 0.00% 44.07% 42.64% 13.24% 0.06% 9.69% 34.82% 55.50% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 106 762 75 0 340 791 546 0 371 373 107 0 58 181 355 0 4065 PEAK HR FACTOR : 0.883 0.977 0.721 0.000 0.867 0.955 0.948 0.000 0.909 0.933 0.892 0.000 0.763 0.887 0.915 0.000 Data - Cars
Ayala Dr Ayala Dr Renaissance Pkwy Renaissance Pkwy

0.912 0.934 0.796 0.970
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-005
3/7/2023
04:30 PM - 05:30 PM

0.962 0.974 0.957 0.958 0.940
07:30 AM - 08:30 AM

0.948
National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Renaissance Pkwy
City: Rialto Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 2 0 0 0 3 3 0 1 1 0 0 0 0 0 0 10
7:15 AM 0 1 0 0 0 1 2 0 0 0 0 0 0 0 0 0 4
7:30 AM 0 1 0 0 0 2 1 0 1 0 0 0 0 0 0 0 5
7:45 AM 0 1 1 0 1 5 0 0 4 1 1 0 1 1 0 0 16
8:00 AM 1 2 0 0 0 6 1 0 1 1 0 0 2 0 2 0 16
8:15 AM 0 1 1 0 0 5 0 0 2 0 1 0 0 0 1 0 11
8:30 AM 1 4 1 0 1 2 2 0 0 0 0 0 0 0 1 0 12
8:45 AM 0 3 0 0 1 5 2 0 0 0 0 0 0 0 3 0 14

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 2 15 3 0 3 29 11 0 9 3 2 0 3 1 7 0 88
APPROACH %'s : 10.00% 75.00% 15.00% 0.00% 6.98% 67.44% 25.58% 0.00% 64.29% 21.43% 14.29% 0.00% 27.27% 9.09% 63.64% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 1 5 2 0 1 18 2 0 8 2 2 0 3 1 3 0 48
PEAK HR FACTOR : 0.250 0.625 0.500 0.000 0.250 0.750 0.500 0.000 0.500 0.500 0.500 0.000 0.375 0.250 0.375 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 2 1 0 2 2 1 0 2 2 1 0 2 2 1 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 11 2 0 3 15 5 0 5 6 1 0 2 6 2 0 58
APPROACH %'s : 0.00% 84.62% 15.38% 0.00% 13.04% 65.22% 21.74% 0.00% 41.67% 50.00% 8.33% 0.00% 20.00% 60.00% 20.00% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 4 0 0 1 7 3 0 2 3 0 0 2 2 1 0 25
PEAK HR FACTOR : 0.000 0.500 0.000 0.000 0.250 0.583 0.750 0.000 0.500 0.375 0.000 0.000 0.500 0.500 0.250 0.000 Data - 2axle
Ayala Dr Ayala Dr Renaissance Pkwy Renaissance Pkwy

0.667 0.750 0.500 0.438
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-005
3/7/2023
04:30 PM - 05:30 PM

0.568 0.500 0.688 0.417 0.417
07:30 AM - 08:30 AM

0.750
National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Renaissance Pkwy
City: Rialto Project ID:

Control: Signalized Date:

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

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 1 2 1 0 1 4 7 0 3 0 0 0 1 1 1 0 22
APPROACH %'s : 25.00% 50.00% 25.00% 0.00% 8.33% 33.33% 58.33% 0.00% 100.00% 0.00% 0.00% 0.00% 33.33% 33.33% 33.33% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 1 1 0 0 1 1 2 0 1 0 0 0 0 1 1 0 9
PEAK HR FACTOR : 0.250 0.250 0.000 0.000 0.250 0.250 0.500 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.250 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 2 1 0 2 2 1 0 2 2 1 0 2 2 1 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1 0 0 1 4 6 0 1 1 3 0 0 1 1 0 19
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 9.09% 36.36% 54.55% 0.00% 20.00% 20.00% 60.00% 0.00% 0.00% 50.00% 50.00% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 4 0 1 0 3 0 0 0 0 0 8
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.250 0.000 0.375 0.000 0.000 0.000 0.000 0.000 Data - 3axle
Ayala Dr Ayala Dr Renaissance Pkwy Renaissance Pkwy

0.500 0.500 0.250 0.250
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-005
3/7/2023
04:30 PM - 05:30 PM

0.667 0.500 0.500
07:30 AM - 08:30 AM

0.563
National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Renaissance Pkwy
City: Rialto Project ID:

Control: Signalized Date:

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

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 8 0 0 1 9 4 0 2 0 0 0 0 0 1 0 25
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 7.14% 64.29% 28.57% 0.00% 100.00% 0.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 0 6 0 0 0 5 3 0 1 0 0 0 0 0 0 0 15
PEAK HR FACTOR : 0.000 0.500 0.000 0.000 0.000 0.417 0.375 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 2 1 0 2 2 1 0 2 2 1 0 2 2 1 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 3 0 0 0 2 0 0 1 0 0 0 0 0 0 0 6
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 2 0 0 0 1 0 0 1 0 0 0 0 0 0 0 4
PEAK HR FACTOR : 0.000 0.500 0.000 0.000 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Data - 4axle
Ayala Dr Ayala Dr Renaissance Pkwy Renaissance Pkwy

0.500 0.400 0.250
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-005
3/7/2023
04:30 PM - 05:30 PM

1.000 0.500 0.250 0.250
07:30 AM - 08:30 AM

0.469
National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Renaissance Pkwy
City: Rialto Project ID:

Control: Signalized Date:

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

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 3 25 4 0 5 42 22 0 14 3 2 0 4 2 9 0 135 APPROACH %'s : 9.38% 78.13% 12.50% 0.00% 7.25% 60.87% 31.88% 0.00% 73.68% 15.79% 10.53% 0.00% 26.67% 13.33% 60.00% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 2 12 2 0 2 24 7 0 10 2 2 0 3 2 4 0 72
PEAK HR FACTOR : 0.500 0.600 0.500 0.000 0.500 0.857 0.438 0.000 0.625 0.500 0.500 0.000 0.375 0.250 0.500 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 2 1 0 2 2 1 0 2 2 1 0 2 2 1 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 15 2 0 4 21 11 0 7 7 4 0 2 7 3 0 83
APPROACH %'s : 0.00% 88.24% 11.76% 0.00% 11.11% 58.33% 30.56% 0.00% 38.89% 38.89% 22.22% 0.00% 16.67% 58.33% 25.00% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 6 0 0 1 8 7 0 4 3 3 0 2 2 1 0 37
PEAK HR FACTOR : 0.000 0.750 0.000 0.000 0.250 0.667 0.875 0.000 0.500 0.375 0.375 0.000 0.500 0.500 0.250 0.000 Data - Total Trucks
Ayala Dr Ayala Dr Renaissance Pkwy Renaissance Pkwy

0.800 0.825 0.583 0.563
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-005
3/7/2023
04:30 PM - 05:30 PM

0.617 0.750 0.800 0.500 0.417
07:30 AM - 08:30 AM

0.857
Prepared by National Data & Surveying Services
ID: 23-030023-005 Day:

City: Rialto Date:

AM 332 678 196 0 AM
NOON 0 0 0 0 NOON
PM 553 799 341 0 PM

AM NOON PM PM NOON AM
1 2 2 0 1 356 0 347
2 183 0 120
0 0 0 0 2 60 0 26
228 0 375 2 TEV 2894 0 4102 0 0 0 1
105 0 376 2 PHF 0.95 0.96
79 0 110 1 0 2 2 1

AM NOON PM PM NOON AM
PM 0 106 768 75 PM
NOON 0 0 0 0 NOON
AM 0 45 700 37 AM
Pedestrians (Crosswalks)
Cars (PM) Total Trucks (PM)
0 783

NORTHBOUND
Ayala Dr
Cars (NOON) Total Trucks (NOON)
NONE
792 0 339
Cars (AM) 969 Total Trucks (AM)
Renaissance Pkwy

EASTBOUND

WESTBOUND
Renaissance Pkwy
497 0 842

CONTROL
Signalized
0 NONE
04:30 PM - 05:30 PM 1499
Ayala Dr & Renaissance Pkwy
Peak Hour Turning Movement Count
Ayala Dr Tuesday
SOUTHBOUND 3/7/2023
PEAK HOURS 4:00 PM - 06:00 PM 07:30 AM - 08:30 AM 1275 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM

PMAMAMNOONPM
PM
NOON
AMAM
NOON
PM
NOON
PM
NOON
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
0 0 0 0 0 0
0 0
0 0
0 0
0 0
0 0 0 0
0 0
0 0
0 0
12 3 234
781
060
00 0 000
000
000
42 2 32
10 7
242
2 122
355181
107 58373371
546
791
340
106
762
75 00
0 000
000
000
343118
77 23
103218
325
654
194
43 688
35 National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Fitzgerald Ave
City: Rialto Project ID:

Control: 2-Way Stop (EB/WB) Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 4 149 0 0 30 126 0 0 0 0 0 0 0 0 40 0 349
7:15 AM 0 150 0 0 26 160 1 0 0 0 1 0 1 0 28 0 367
7:30 AM 2 165 2 0 27 186 1 1 1 0 2 0 0 0 44 0 431
7:45 AM 5 179 0 0 26 143 1 1 0 0 1 0 1 1 27 0 385
8:00 AM 7 213 1 0 37 135 4 2 0 0 0 0 1 0 36 0 436
8:15 AM 3 146 2 0 35 126 2 1 1 0 0 0 1 0 31 0 348
8:30 AM 1 135 2 0 31 137 1 0 0 0 0 0 0 0 33 0 340
8:45 AM 2 123 2 0 32 117 0 0 0 0 1 0 0 0 30 0 307

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 24 1260 9 0 244 1130 10 5 2 0 5 0 4 1 269 0 2963 APPROACH %'s : 1.86% 97.45% 0.70% 0.00% 17.57% 81.35% 0.72% 0.36% 28.57% 0.00% 71.43% 0.00% 1.46% 0.36% 98.18% 0.00% PEAK HR : 07:15 AM 38 TOTAL
PEAK HR VOL : 14 707 3 0 116 624 7 4 1 0 4 0 3 1 135 0 1619 PEAK HR FACTOR : 0.500 0.830 0.375 0.000 0.784 0.839 0.438 0.500 0.250 0.000 0.500 0.000 0.750 0.250 0.767 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 0 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 1 167 2 0 37 210 2 1 1 0 1 0 0 1 26 0 449
4:15 PM 0 179 4 1 51 188 1 3 0 0 1 0 0 1 33 0 462
4:30 PM 1 208 3 0 51 188 1 2 0 0 4 0 0 0 42 0 500
4:45 PM 2 197 0 2 53 224 0 2 0 0 0 0 0 0 28 0 508
5:00 PM 1 185 1 0 43 241 0 2 0 0 1 0 0 1 47 0 522
5:15 PM 2 217 4 0 55 188 0 0 0 0 0 0 1 1 34 0 502
5:30 PM 2 193 1 0 43 210 0 0 0 0 0 1 0 0 42 0 492
5:45 PM 0 205 2 0 41 211 0 0 0 0 2 0 0 0 31 0 492

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 9 1551 17 3 374 1660 4 10 1 0 9 1 1 4 283 0 3927 APPROACH %'s : 0.57% 98.16% 1.08% 0.19% 18.26% 81.05% 0.20% 0.49% 9.09% 0.00% 81.82% 9.09% 0.35% 1.39% 98.26% 0.00% PEAK HR : 04:30 PM 12:00 AM TOTAL
PEAK HR VOL : 6 807 8 2 202 841 1 6 0 0 5 0 1 2 151 0 2032 PEAK HR FACTOR : 0.750 0.930 0.500 0.250 0.918 0.872 0.250 0.750 0.000 0.000 0.313 0.000 0.250 0.500 0.803 0.000 04:30 PM - 05:30 PM

0.973 0.923 0.918 0.313 0.802
PM

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

0.928 0.819 0.873 0.417 0.790
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-006
3/7/2023
Data - Total
Ayala Dr Ayala Dr Fitzgerald Ave Fitzgerald Ave
National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Fitzgerald Ave
City: Rialto Project ID:

Control: 2-Way Stop (EB/WB) Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 4 145 0 0 29 123 0 0 0 0 0 0 0 0 40 0 341
7:15 AM 0 146 0 0 26 155 1 0 0 0 1 0 1 0 28 0 358
7:30 AM 2 162 2 0 27 183 1 1 1 0 2 0 0 0 43 0 424
7:45 AM 5 179 0 0 25 138 1 1 0 0 1 0 1 1 27 0 379
8:00 AM 7 209 1 0 37 130 3 2 0 0 0 0 1 0 35 0 425
8:15 AM 3 142 2 0 34 118 2 1 0 0 0 0 1 0 31 0 334
8:30 AM 1 128 2 0 31 132 1 0 0 0 0 0 0 0 31 0 326
8:45 AM 2 122 2 0 32 114 0 0 0 0 1 0 0 0 29 0 302

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 24 1233 9 0 241 1093 9 5 1 0 5 0 4 1 264 0 2889 APPROACH %'s : 1.90% 97.39% 0.71% 0.00% 17.88% 81.08% 0.67% 0.37% 16.67% 0.00% 83.33% 0.00% 1.49% 0.37% 98.14% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 14 696 3 0 115 606 6 4 1 0 4 0 3 1 133 0 1586 PEAK HR FACTOR : 0.500 0.833 0.375 0.000 0.777 0.828 0.500 0.500 0.250 0.000 0.500 0.000 0.750 0.250 0.773 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 0 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 1 164 2 0 37 207 2 1 1 0 1 0 0 1 26 0 443
4:15 PM 0 178 4 1 47 185 0 3 0 0 1 0 0 1 32 0 452
4:30 PM 1 206 3 0 50 183 1 2 0 0 4 0 0 0 42 0 492
4:45 PM 2 196 0 2 52 220 0 2 0 0 0 0 0 0 28 0 502
5:00 PM 1 184 1 0 43 238 0 2 0 0 1 0 0 0 47 0 517
5:15 PM 2 216 4 0 55 187 0 0 0 0 0 0 1 1 34 0 500
5:30 PM 2 189 1 0 43 209 0 0 0 0 0 1 0 0 42 0 487
5:45 PM 0 204 2 0 41 210 0 0 0 0 2 0 0 0 30 0 489

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 9 1537 17 3 368 1639 3 10 1 0 9 1 1 3 281 0 3882 APPROACH %'s : 0.57% 98.15% 1.09% 0.19% 18.22% 81.14% 0.15% 0.50% 9.09% 0.00% 81.82% 9.09% 0.35% 1.05% 98.60% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 6 802 8 2 200 828 1 6 0 0 5 0 1 1 151 0 2011 PEAK HR FACTOR : 0.750 0.928 0.500 0.250 0.909 0.870 0.250 0.750 0.000 0.000 0.313 0.000 0.250 0.250 0.803 0.000 Data - Cars
Ayala Dr Ayala Dr Fitzgerald Ave Fitzgerald Ave

0.821 0.862 0.417 0.797
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-006
3/7/2023
04:30 PM - 05:30 PM

0.972 0.921 0.914 0.313 0.814
07:15 AM - 08:15 AM

0.933
National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Fitzgerald Ave
City: Rialto Project ID:

Control: 2-Way Stop (EB/WB) Date:

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

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 19 0 0 2 26 1 0 1 0 0 0 0 0 4 0 53
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 6.90% 89.66% 3.45% 0.00% 100.00% 0.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 0 8 0 0 0 13 1 0 0 0 0 0 0 0 2 0 24
PEAK HR FACTOR : 0.000 0.500 0.000 0.000 0.000 0.650 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 0 1 0 0 1 1 0 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 9 0 0 4 15 1 0 0 0 0 0 0 1 2 0 32
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 20.00% 75.00% 5.00% 0.00% 0.00% 33.33% 66.67% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 5 0 0 2 9 0 0 0 0 0 0 0 1 0 0 17
PEAK HR FACTOR : 0.000 0.625 0.000 0.000 0.500 0.563 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 Data - 2axle
Ayala Dr Ayala Dr Fitzgerald Ave Fitzgerald Ave

0.500 0.583 0.500
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-006
3/7/2023
04:30 PM - 05:30 PM

0.607 0.625 0.550 0.250
07:15 AM - 08:15 AM

0.545
National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Fitzgerald Ave
City: Rialto Project ID:

Control: 2-Way Stop (EB/WB) Date:

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

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 2 0 0 0 4 0 0 0 0 0 0 0 0 0 0 6
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 0 1 0 0 1 1 0 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 2 0 0 2 5 0 0 0 0 0 0 0 0 0 0 9
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 28.57% 71.43% 0.00% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 3
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.375 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Data - 3axle
Ayala Dr Ayala Dr Fitzgerald Ave Fitzgerald Ave
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-006
3/7/2023
04:30 PM - 05:30 PM

0.375 0.375
07:15 AM - 08:15 AM
National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Fitzgerald Ave
City: Rialto Project ID:

Control: 2-Way Stop (EB/WB) Date:

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

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 6 0 0 1 7 0 0 0 0 0 0 0 0 1 0 15
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 12.50% 87.50% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 0 3 0 0 1 5 0 0 0 0 0 0 0 0 0 0 9
PEAK HR FACTOR : 0.000 0.375 0.000 0.000 0.250 0.625 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 0 1 0 0 1 1 0 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 3 0 0 0 1 0 0 0 0 0 0 0 0 0 0 4
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Data - 4axle
Ayala Dr Ayala Dr Fitzgerald Ave Fitzgerald Ave

0.375 0.500
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-006
3/7/2023
04:30 PM - 05:30 PM

0.250 0.250
07:15 AM - 08:15 AM

0.750
National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Fitzgerald Ave
City: Rialto Project ID:

Control: 2-Way Stop (EB/WB) Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 4 0 0 1 3 0 0 0 0 0 0 0 0 0 0 8
7:15 AM 0 4 0 0 0 5 0 0 0 0 0 0 0 0 0 0 9
7:30 AM 0 3 0 0 0 3 0 0 0 0 0 0 0 0 1 0 7
7:45 AM 0 0 0 0 1 5 0 0 0 0 0 0 0 0 0 0 6
8:00 AM 0 4 0 0 0 5 1 0 0 0 0 0 0 0 1 0 11
8:15 AM 0 4 0 0 1 8 0 0 1 0 0 0 0 0 0 0 14
8:30 AM 0 7 0 0 0 5 0 0 0 0 0 0 0 0 2 0 14
8:45 AM 0 1 0 0 0 3 0 0 0 0 0 0 0 0 1 0 5

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 27 0 0 3 37 1 0 1 0 0 0 0 0 5 0 74
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 7.32% 90.24% 2.44% 0.00% 100.00% 0.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 0 11 0 0 1 18 1 0 0 0 0 0 0 0 2 0 33
PEAK HR FACTOR : 0.000 0.688 0.000 0.000 0.250 0.900 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 0 1 0 0 1 1 0 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 14 0 0 6 21 1 0 0 0 0 0 0 1 2 0 45
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 21.43% 75.00% 3.57% 0.00% 0.00% 33.33% 66.67% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 5 0 0 2 13 0 0 0 0 0 0 0 1 0 0 21
PEAK HR FACTOR : 0.000 0.625 0.000 0.000 0.500 0.650 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 Data - Total Trucks
Ayala Dr Ayala Dr Fitzgerald Ave Fitzgerald Ave

0.688 0.833 0.500
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-006
3/7/2023
04:30 PM - 05:30 PM

0.656 0.625 0.625 0.250
07:15 AM - 08:15 AM

0.750
Prepared by National Data & Surveying Services
ID: 23-030023-006 Day:

City: Rialto Date:

AM 7 624 116 4 AM
NOON 0 0 0 0 NOON
PM 1 841 202 6 PM

AM NOON PM PM NOON AM
0 2 1 0 0 151 0 135
1 2 0 1
0 0 0 0 1 1 0 31 0 0 0 TEV 1619 0 2032 0 0 0 00 0 0 1 PHF 0.93 0.97 4 0 5 0 0 1 2 0

AM NOON PM PM NOON AM
PM 2 6 807 8 PM
NOON 0 0 0 0 NOON
AM 0 14 707 3 AM
Pedestrians (Crosswalks)
Cars (PM) Total Trucks (PM)
0 631

NORTHBOUND
Ayala Dr
Cars (NOON) Total Trucks (NOON)
NONE
210 0 119
Cars (AM) 849 Total Trucks (AM)
Fitzgerald Ave

EASTBOUND

WESTBOUND
Fitzgerald Ave
22 0 9

CONTROL
2-Way Stop (EB/WB)
0 NONE
04:30 PM - 05:30 PM 964
Ayala Dr & Fitzgerald Ave
Peak Hour Turning Movement Count
Ayala Dr Tuesday
SOUTHBOUND 3/7/2023
PEAK HOURS 4:00 PM - 06:00 PM 07:15 AM - 08:15 AM 847 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM

PMAMAMNOONPM
PM
NOON
AMAM
NOON
PM
NOON
PM
NOON
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
0 0 0 0 0 0
0 0
0 0
0 0
0 0
0 0 0 0
0 0
0 0
0 0
01 0 000
0 132
050
00 0 000
000
000
20 0 000
1 181
0 110
1511
5 100
1 828
200
6 802 8
00 0 000
000
000
1331
4 301
6 606
115
14 696 3
National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Baseline Rd
City: Rialto Project ID:

Control: 2-Way Stop (EB/WB) Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 24 109 11 0 5 106 10 6 26 37 25 0 20 58 8 1 446 7:15 AM 27 128 11 0 5 140 11 5 16 45 26 0 11 72 6 1 504 7:30 AM 49 132 13 0 14 142 18 1 25 52 31 3 6 98 8 0 592 7:45 AM 38 160 19 0 11 137 15 2 37 76 34 3 24 70 4 0 630 8:00 AM 40 157 20 0 12 112 11 2 30 72 23 1 14 77 18 0 589 8:15 AM 48 119 19 0 9 107 7 0 26 39 30 3 14 58 15 1 495 8:30 AM 29 102 10 0 3 115 9 1 17 56 31 3 23 51 8 1 459
8:45 AM 22 98 14 0 13 99 11 1 23 38 29 1 19 45 5 1 419

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 277 1005 117 0 72 958 92 18 200 415 229 14 131 529 72 5 4134 APPROACH %'s : 19.80% 71.84% 8.36% 0.00% 6.32% 84.04% 8.07% 1.58% 23.31% 48.37% 26.69% 1.63% 17.77% 71.78% 9.77% 0.68% PEAK HR : 07:15 AM 38 TOTAL
PEAK HR VOL : 154 577 63 0 42 531 55 10 108 245 114 7 55 317 36 1 2315 PEAK HR FACTOR : 0.786 0.902 0.788 0.000 0.750 0.935 0.764 0.500 0.730 0.806 0.838 0.583 0.573 0.809 0.500 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 2 0 0 2 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 33 138 22 0 36 142 18 2 28 119 39 6 13 90 10 1 697 4:15 PM 20 133 27 0 26 158 14 3 22 98 31 1 20 103 12 0 668 4:30 PM 20 179 28 0 28 149 11 3 35 105 50 2 17 61 10 0 698 4:45 PM 33 137 22 0 33 189 15 0 36 93 34 3 26 86 17 1 725 5:00 PM 37 168 22 0 37 169 21 8 27 138 47 2 19 88 12 3 798 5:15 PM 23 160 23 0 26 161 16 3 26 105 44 4 22 104 10 0 727 5:30 PM 28 163 18 0 28 147 16 0 33 75 28 2 23 83 16 0 660 5:45 PM 40 153 17 0 37 169 18 9 22 74 28 5 20 103 10 1 706

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 234 1231 179 0 251 1284 129 28 229 807 301 25 160 718 97 6 5679 APPROACH %'s : 14.23% 74.88% 10.89% 0.00% 14.83% 75.89% 7.62% 1.65% 16.81% 59.25% 22.10% 1.84% 16.31% 73.19% 9.89% 0.61% PEAK HR : 04:30 PM 12:00 AM TOTAL
PEAK HR VOL : 113 644 95 0 124 668 63 14 124 441 175 11 84 339 49 4 2948 PEAK HR FACTOR : 0.764 0.899 0.848 0.000 0.838 0.884 0.750 0.438 0.861 0.799 0.875 0.688 0.808 0.815 0.721 0.333 04:30 PM - 05:30 PM

0.924 0.938 0.917 0.877 0.875
PM

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

0.919 0.915 0.911 0.790 0.913
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-007
3/7/2023
Data - Total
Ayala Dr Ayala Dr Baseline Rd Baseline Rd
National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Baseline Rd
City: Rialto Project ID:

Control: 2-Way Stop (EB/WB) Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 20 106 10 0 4 105 9 5 26 34 20 0 19 54 8 1 421
7:15 AM 23 124 6 0 5 136 11 5 16 42 19 0 10 71 6 1 475
7:30 AM 40 130 13 0 14 138 17 1 25 47 25 3 6 97 7 0 563 7:45 AM 31 160 19 0 10 134 15 2 37 72 27 3 22 67 4 0 603 8:00 AM 33 155 18 0 11 109 11 2 30 67 20 1 12 75 16 0 560 8:15 AM 36 115 18 0 8 98 7 0 26 36 24 3 14 58 15 1 459
8:30 AM 25 97 10 0 3 112 9 1 16 55 25 3 23 49 8 1 437
8:45 AM 12 97 14 0 13 97 10 1 23 37 23 1 18 44 5 1 396

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 220 984 108 0 68 929 89 17 199 390 183 14 124 515 69 5 3914 APPROACH %'s : 16.77% 75.00% 8.23% 0.00% 6.17% 84.22% 8.07% 1.54% 25.32% 49.62% 23.28% 1.78% 17.39% 72.23% 9.68% 0.70% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 127 569 56 0 40 517 54 10 108 228 91 7 50 310 33 1 2201 PEAK HR FACTOR : 0.794 0.889 0.737 0.000 0.714 0.937 0.794 0.500 0.730 0.792 0.843 0.583 0.568 0.799 0.516 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 2 0 0 2 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 31 135 22 0 36 139 18 2 28 113 32 6 13 89 10 1 675 4:15 PM 19 133 27 0 26 155 14 3 22 97 26 1 20 102 12 0 657 4:30 PM 17 177 28 0 27 145 11 3 35 104 42 2 16 60 10 0 677 4:45 PM 27 136 22 0 33 185 15 0 36 92 34 3 26 83 17 1 710 5:00 PM 33 167 22 0 37 166 21 8 27 137 40 2 19 86 12 3 780 5:15 PM 20 158 22 0 26 159 16 3 26 102 37 4 22 101 10 0 706 5:30 PM 26 161 18 0 28 147 16 0 32 75 23 2 23 83 16 0 650 5:45 PM 37 152 17 0 36 168 18 9 22 74 25 5 20 102 10 1 696

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 210 1219 178 0 249 1264 129 28 228 794 259 25 159 706 97 6 5551 APPROACH %'s : 13.07% 75.86% 11.08% 0.00% 14.91% 75.69% 7.72% 1.68% 17.46% 60.80% 19.83% 1.91% 16.43% 72.93% 10.02% 0.62% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 97 638 94 0 123 655 63 14 124 435 153 11 83 330 49 4 2873 PEAK HR FACTOR : 0.735 0.901 0.839 0.000 0.831 0.885 0.750 0.438 0.861 0.794 0.911 0.688 0.798 0.817 0.721 0.333 Data - Cars
Ayala Dr Ayala Dr Baseline Rd Baseline Rd

0.895 0.913 0.781 0.895
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-007
3/7/2023
04:30 PM - 05:30 PM

0.921 0.934 0.917 0.877 0.876
07:15 AM - 08:15 AM

0.913
National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Baseline Rd
City: Rialto Project ID:

Control: 2-Way Stop (EB/WB) Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 2 2 0 0 0 1 0 1 0 2 0 0 0 3 0 0 11
7:15 AM 0 2 5 0 0 3 0 0 0 2 0 0 1 1 0 0 14
7:30 AM 2 2 0 0 0 2 1 0 0 3 2 0 0 1 0 0 13
7:45 AM 2 0 0 0 1 2 0 0 0 2 1 0 1 1 0 0 10
8:00 AM 2 2 1 0 1 2 0 0 0 2 0 0 2 2 2 0 16
8:15 AM 2 1 1 0 1 7 0 0 0 3 1 0 0 0 0 0 16
8:30 AM 1 4 0 0 0 3 0 0 1 1 1 0 0 1 0 0 12
8:45 AM 2 1 0 0 0 1 0 0 0 0 1 0 1 1 0 0 7

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 13 14 7 0 3 21 1 1 1 15 6 0 5 10 2 0 99 APPROACH %'s : 38.24% 41.18% 20.59% 0.00% 11.54% 80.77% 3.85% 3.85% 4.55% 68.18% 27.27% 0.00% 29.41% 58.82% 11.76% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 6 6 6 0 2 9 1 0 0 9 3 0 4 5 2 0 53
PEAK HR FACTOR : 0.750 0.750 0.300 0.000 0.500 0.750 0.250 0.000 0.000 0.750 0.375 0.000 0.500 0.625 0.250 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 2 0 0 2 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 2 1 0 0 0 2 0 0 0 5 3 0 0 1 0 0 14
4:15 PM 0 0 0 0 0 2 0 0 0 1 0 0 0 1 0 0 4
4:30 PM 0 2 0 0 1 3 0 0 0 1 2 0 1 0 0 0 10
4:45 PM 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 2
5:00 PM 1 1 0 0 0 3 0 0 0 0 0 0 0 1 0 0 6
5:15 PM 0 2 1 0 0 2 0 0 0 2 1 0 0 3 0 0 11
5:30 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
5:45 PM 0 0 0 0 1 1 0 0 0 0 0 0 0 1 0 0 3

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 3 9 1 0 2 14 0 0 0 9 6 0 1 7 0 0 52
APPROACH %'s : 23.08% 69.23% 7.69% 0.00% 12.50% 87.50% 0.00% 0.00% 0.00% 60.00% 40.00% 0.00% 12.50% 87.50% 0.00% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 1 6 1 0 1 9 0 0 0 3 3 0 1 4 0 0 29
PEAK HR FACTOR : 0.250 0.750 0.250 0.000 0.250 0.750 0.000 0.000 0.000 0.375 0.375 0.000 0.250 0.333 0.000 0.000 Data - 2axle
Ayala Dr Ayala Dr Baseline Rd Baseline Rd

0.643 1.000 0.600 0.458
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-007
3/7/2023
04:30 PM - 05:30 PM

0.659 0.667 0.625 0.500 0.417
07:15 AM - 08:15 AM

0.828
National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Baseline Rd
City: Rialto Project ID:

Control: 2-Way Stop (EB/WB) Date:

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

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 6 2 1 0 1 2 1 0 0 3 6 0 0 2 0 0 24
APPROACH %'s : 66.67% 22.22% 11.11% 0.00% 25.00% 50.00% 25.00% 0.00% 0.00% 33.33% 66.67% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 2 0 0 0 0 0 0 0 0 2 2 0 0 2 0 0 8
PEAK HR FACTOR : 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.500 0.000 0.000 0.250 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 2 0 0 2 2 0 0 1 2 0 0 1 2 0 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 3 1 0 0 0 5 0 0 0 3 11 0 0 1 0 0 24
APPROACH %'s : 75.00% 25.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 21.43% 78.57% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 2 0 0 0 0 3 0 0 0 2 9 0 0 1 0 0 17
PEAK HR FACTOR : 0.250 0.000 0.000 0.000 0.000 0.375 0.000 0.000 0.000 0.500 0.563 0.000 0.000 0.250 0.000 0.000 Data - 3axle
Ayala Dr Ayala Dr Baseline Rd Baseline Rd

0.500 0.500 0.250
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-007
3/7/2023
04:30 PM - 05:30 PM

0.850 0.250 0.375 0.550 0.250
07:15 AM - 08:15 AM

0.500
National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Baseline Rd
City: Rialto Project ID:

Control: 2-Way Stop (EB/WB) Date:

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

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 38 5 1 0 0 6 1 0 0 7 34 0 2 2 1 0 97
APPROACH %'s : 86.36% 11.36% 2.27% 0.00% 0.00% 85.71% 14.29% 0.00% 0.00% 17.07% 82.93% 0.00% 40.00% 40.00% 20.00% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 19 2 1 0 0 5 0 0 0 6 18 0 1 0 1 0 53
PEAK HR FACTOR : 0.679 0.250 0.250 0.000 0.000 0.625 0.000 0.000 0.000 0.500 0.750 0.000 0.250 0.000 0.250 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 2 0 0 2 2 0 0 1 2 0 0 1 2 0 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 18 2 0 0 0 1 0 0 1 1 25 0 0 4 0 0 52
APPROACH %'s : 90.00% 10.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 3.70% 3.70% 92.59% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 13 0 0 0 0 1 0 0 0 1 10 0 0 4 0 0 29
PEAK HR FACTOR : 0.813 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.250 0.625 0.000 0.000 0.500 0.000 0.000 Data - 4axle
Ayala Dr Ayala Dr Baseline Rd Baseline Rd

0.786 0.625 0.857 0.500
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-007
3/7/2023
04:30 PM - 05:30 PM

0.906 0.813 0.250 0.688 0.500
07:15 AM - 08:15 AM

0.946
National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayala Dr & Baseline Rd
City: Rialto Project ID:

Control: 2-Way Stop (EB/WB) Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 4 3 1 0 1 1 1 1 0 3 5 0 1 4 0 0 25
7:15 AM 4 4 5 0 0 4 0 0 0 3 7 0 1 1 0 0 29
7:30 AM 9 2 0 0 0 4 1 0 0 5 6 0 0 1 1 0 29
7:45 AM 7 0 0 0 1 3 0 0 0 4 7 0 2 3 0 0 27
8:00 AM 7 2 2 0 1 3 0 0 0 5 3 0 2 2 2 0 29
8:15 AM 12 4 1 0 1 9 0 0 0 3 6 0 0 0 0 0 36
8:30 AM 4 5 0 0 0 3 0 0 1 1 6 0 0 2 0 0 22
8:45 AM 10 1 0 0 0 2 1 0 0 1 6 0 1 1 0 0 23

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 57 21 9 0 4 29 3 1 1 25 46 0 7 14 3 0 220 APPROACH %'s : 65.52% 24.14% 10.34% 0.00% 10.81% 78.38% 8.11% 2.70% 1.39% 34.72% 63.89% 0.00% 29.17% 58.33% 12.50% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 27 8 7 0 2 14 1 0 0 17 23 0 5 7 3 0 114
PEAK HR FACTOR : 0.750 0.500 0.350 0.000 0.500 0.875 0.250 0.000 0.000 0.850 0.821 0.000 0.625 0.583 0.375 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 2 0 0 2 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 2 3 0 0 0 3 0 0 0 6 7 0 0 1 0 0 22
4:15 PM 1 0 0 0 0 3 0 0 0 1 5 0 0 1 0 0 11
4:30 PM 3 2 0 0 1 4 0 0 0 1 8 0 1 1 0 0 21
4:45 PM 6 1 0 0 0 4 0 0 0 1 0 0 0 3 0 0 15
5:00 PM 4 1 0 0 0 3 0 0 0 1 7 0 0 2 0 0 18
5:15 PM 3 2 1 0 0 2 0 0 0 3 7 0 0 3 0 0 21
5:30 PM 2 2 0 0 0 0 0 0 1 0 5 0 0 0 0 0 10
5:45 PM 3 1 0 0 1 1 0 0 0 0 3 0 0 1 0 0 10

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 24 12 1 0 2 20 0 0 1 13 42 0 1 12 0 0 128 APPROACH %'s : 64.86% 32.43% 2.70% 0.00% 9.09% 90.91% 0.00% 0.00% 1.79% 23.21% 75.00% 0.00% 7.69% 92.31% 0.00% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 16 6 1 0 1 13 0 0 0 6 22 0 1 9 0 0 75
PEAK HR FACTOR : 0.667 0.750 0.250 0.000 0.250 0.813 0.000 0.000 0.000 0.500 0.688 0.000 0.250 0.750 0.000 0.000 Data - Total Trucks
Ayala Dr Ayala Dr Baseline Rd Baseline Rd

0.808 0.850 0.909 0.625
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-007
3/7/2023
04:30 PM - 05:30 PM

0.893 0.821 0.700 0.700 0.833
07:15 AM - 08:15 AM

0.983
Prepared by National Data & Surveying Services
ID: 23-030023-007 Day:

City: Rialto Date:

AM 55 531 42 10 AM
NOON 0 0 0 0 NOON
PM 63 668 124 14 PM

AM NOON PM PM NOON AM
0 2 2 0 0 49 0 36
2 339 0 317
7 0 11 0 1 84 0 55
108 0 124 1 TEV 2315 0 2948 0 4 0 1
245 0 441 2 PHF 0.92 0.92
114 0 175 0 0 2 2 0

AM NOON PM PM NOON AM
PM 0 113 644 95 PM
NOON 0 0 0 0 NOON
AM 0 154 577 63 AM
Pedestrians (Crosswalks)
Cars (PM) Total Trucks (PM)
0 700

NORTHBOUND
Ayala Dr
Cars (NOON) Total Trucks (NOON)
NONE
664 0 351
Cars (AM) 927 Total Trucks (AM)
Baseline Rd

EASTBOUND

WESTBOUND
Baseline Rd
533 0 526

CONTROL
2-Way Stop (EB/WB)
0 NONE
04:30 PM - 05:30 PM 831
Ayala Dr & Baseline Rd
Peak Hour Turning Movement Count
Ayala Dr Tuesday
SOUTHBOUND 3/7/2023
PEAK HOURS 4:00 PM - 06:00 PM 07:15 AM - 08:15 AM 731 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM

PMAMAMNOONPM
PM
NOON
AMAM
NOON
PM
NOON
PM
NOON
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
0 0 0 0 0 0
0 0
0 0
0 0
0 0
0 0 0 0
0 0
0 0
0 0
09 22 1
60 0
131
1661
00 0 000
000
000
37 23 517
0 1
142
2787
49330
153 83435124
63 655
123
97 638
94 00
0 000
000
000
33310
91 50
228108
54 517
40 127
569
56 National Data & Surveying Services
Intersection Turning Movement Count
Location: Linden Ave & Miro Way
City: Rialto Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 15 46 0 0 0 51 10 0 21 0 6 0 0 0 0 0 149
7:15 AM 4 35 0 0 0 39 8 0 6 0 2 0 0 0 0 0 94
7:30 AM 17 45 0 0 0 35 12 0 15 0 3 0 0 0 0 0 127
7:45 AM 4 47 0 0 0 46 19 0 7 0 3 0 0 0 0 0 126
8:00 AM 1 75 0 0 0 63 7 0 11 0 4 0 0 0 0 0 161
8:15 AM 1 93 0 0 0 56 9 0 8 0 6 0 0 0 0 0 173
8:30 AM 2 64 0 0 0 63 11 0 14 0 4 0 0 0 0 0 158
8:45 AM 3 42 0 0 0 42 10 0 4 0 4 0 0 0 0 0 105

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 47 447 0 0 0 395 86 0 86 0 32 0 0 0 0 0 1093 APPROACH %'s : 9.51% 90.49% 0.00% 0.00% 0.00% 82.12% 17.88% 0.00% 72.88% 0.00% 27.12% 0.00% PEAK HR : 07:45 AM 40 TOTAL
PEAK HR VOL : 8 279 0 0 0 228 46 0 40 0 17 0 0 0 0 0 618 PEAK HR FACTOR : 0.500 0.750 0.000 0.000 0.000 0.905 0.605 0.000 0.714 0.000 0.708 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 0 2 0 0 1 0 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 3 76 0 0 0 71 7 0 16 0 14 0 0 0 0 0 187
4:15 PM 3 102 0 0 0 66 3 0 18 0 4 0 0 0 0 0 196
4:30 PM 1 61 0 0 0 106 14 0 38 0 16 0 0 0 0 0 236
4:45 PM 7 84 0 0 0 72 6 0 16 0 3 0 0 0 0 0 188
5:00 PM 5 80 0 0 0 156 26 0 22 0 12 0 0 0 0 0 301
5:15 PM 7 99 0 0 0 73 10 0 12 0 9 0 0 0 0 0 210
5:30 PM 5 88 0 0 0 72 14 0 18 0 7 0 0 0 0 0 204
5:45 PM 5 127 0 1 0 70 18 0 17 0 4 0 0 0 0 0 242

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 36 717 0 1 0 686 98 0 157 0 69 0 0 0 0 0 1764 APPROACH %'s : 4.77% 95.09% 0.00% 0.13% 0.00% 87.50% 12.50% 0.00% 69.47% 0.00% 30.53% 0.00% PEAK HR : 05:00 PM 12:00 AM TOTAL
PEAK HR VOL : 22 394 0 1 0 371 68 0 69 0 32 0 0 0 0 0 957 PEAK HR FACTOR : 0.786 0.776 0.000 0.250 0.000 0.595 0.654 0.000 0.784 0.000 0.667 0.000 0.000 0.000 0.000 0.000 05:00 PM - 06:00 PM

0.795 0.784 0.603 0.743
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
07:45 AM - 08:45 AM

0.893 0.763 0.926 0.792
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-008
3/7/2023
Data - Total
Linden Ave Linden Ave Miro Way Miro Way
National Data & Surveying Services
Intersection Turning Movement Count
Location: Linden Ave & Miro Way
City: Rialto Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 14 45 0 0 0 49 8 0 21 0 5 0 0 0 0 0 142
7:15 AM 3 33 0 0 0 36 8 0 6 0 1 0 0 0 0 0 87
7:30 AM 16 44 0 0 0 33 12 0 15 0 3 0 0 0 0 0 123
7:45 AM 4 47 0 0 0 44 18 0 7 0 3 0 0 0 0 0 123
8:00 AM 1 73 0 0 0 61 7 0 11 0 3 0 0 0 0 0 156
8:15 AM 1 84 0 0 0 54 8 0 8 0 5 0 0 0 0 0 160
8:30 AM 2 64 0 0 0 61 9 0 14 0 3 0 0 0 0 0 153
8:45 AM 3 37 0 0 0 42 9 0 3 0 4 0 0 0 0 0 98

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 44 427 0 0 0 380 79 0 85 0 27 0 0 0 0 0 1042 APPROACH %'s : 9.34% 90.66% 0.00% 0.00% 0.00% 82.79% 17.21% 0.00% 75.89% 0.00% 24.11% 0.00% PEAK HR : 07:45 AM 40 0 0 TOTAL
PEAK HR VOL : 8 268 0 0 0 220 42 0 40 0 14 0 0 0 0 0 592 PEAK HR FACTOR : 0.500 0.798 0.000 0.000 0.000 0.902 0.583 0.000 0.714 0.000 0.700 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 0 2 0 0 1 0 1 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 3 74 0 0 0 68 6 0 16 0 14 0 0 0 0 0 181
4:15 PM 3 102 0 0 0 64 3 0 18 0 4 0 0 0 0 0 194
4:30 PM 1 61 0 0 0 104 14 0 37 0 16 0 0 0 0 0 233
4:45 PM 7 83 0 0 0 72 6 0 16 0 3 0 0 0 0 0 187
5:00 PM 5 78 0 0 0 155 26 0 22 0 11 0 0 0 0 0 297
5:15 PM 7 99 0 0 0 70 10 0 11 0 9 0 0 0 0 0 206
5:30 PM 4 87 0 0 0 71 13 0 18 0 7 0 0 0 0 0 200
5:45 PM 5 125 0 1 0 70 17 0 17 0 3 0 0 0 0 0 238

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 35 709 0 1 0 674 95 0 155 0 67 0 0 0 0 0 1736 APPROACH %'s : 4.70% 95.17% 0.00% 0.13% 0.00% 87.65% 12.35% 0.00% 69.82% 0.00% 30.18% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 21 389 0 1 0 366 66 0 68 0 30 0 0 0 0 0 941 PEAK HR FACTOR : 0.750 0.778 0.000 0.250 0.000 0.590 0.635 0.000 0.773 0.000 0.682 0.000 0.000 0.000 0.000 0.000 Data - Cars
Linden Ave Linden Ave Miro Way Miro Way

0.812 0.936 0.794
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-008
3/7/2023
05:00 PM - 06:00 PM

0.792 0.784 0.597 0.742
07:45 AM - 08:45 AM

0.925
National Data & Surveying Services
Intersection Turning Movement Count
Location: Linden Ave & Miro Way
City: Rialto Project ID:

Control: Signalized Date:

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

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 2 15 0 0 0 13 2 0 0 0 2 0 0 0 0 0 34
APPROACH %'s : 11.76% 88.24% 0.00% 0.00% 0.00% 86.67% 13.33% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 07:45 AM 40 0 0 TOTAL
PEAK HR VOL : 0 10 0 0 0 7 1 0 0 0 2 0 0 0 0 0 20
PEAK HR FACTOR : 0.000 0.313 0.000 0.000 0.000 0.875 0.250 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 0 2 0 0 1 0 1 0 0 0 0 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 1 3 0 0 0 5 1 0 2 0 0 0 0 0 0 0 12
APPROACH %'s : 25.00% 75.00% 0.00% 0.00% 0.00% 83.33% 16.67% 0.00% 100.00% 0.00% 0.00% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 1 1 0 0 0 1 1 0 1 0 0 0 0 0 0 0 5
PEAK HR FACTOR : 0.250 0.250 0.000 0.000 0.000 0.250 0.250 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Data - 2axle
Linden Ave Linden Ave Miro Way Miro Way

0.313 1.000 0.500
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-008
3/7/2023
05:00 PM - 06:00 PM

0.625 0.500 0.500 0.250
07:45 AM - 08:45 AM

0.500
National Data & Surveying Services
Intersection Turning Movement Count
Location: Linden Ave & Miro Way
City: Rialto Project ID:

Control: Signalized Date:

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

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 3 0 0 0 1 1 0 0 0 0 0 0 0 0 0 5
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 50.00% 50.00% 0.00% PEAK HR : 07:45 AM 40 0 0 TOTAL
PEAK HR VOL : 0 1 0 0 0 1 1 0 0 0 0 0 0 0 0 0 3
PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 0 2 0 0 1 0 1 0 0 0 0 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1 0 0 0 5 0 0 0 0 1 0 0 0 0 0 7
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 0 1 0 0 0 3 0 0 0 0 1 0 0 0 0 0 5
PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.000 0.375 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 Data - 3axle
Linden Ave Linden Ave Miro Way Miro Way

0.250 0.500
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-008
3/7/2023
05:00 PM - 06:00 PM

0.417 0.250 0.375 0.250
07:45 AM - 08:45 AM

0.750
National Data & Surveying Services
Intersection Turning Movement Count
Location: Linden Ave & Miro Way
City: Rialto Project ID:

Control: Signalized Date:

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

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 1 2 0 0 0 1 4 0 1 0 3 0 0 0 0 0 12
APPROACH %'s : 33.33% 66.67% 0.00% 0.00% 0.00% 20.00% 80.00% 0.00% 25.00% 0.00% 75.00% 0.00% PEAK HR : 07:45 AM 40 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 2 0 0 0 1 0 0 0 0 0 3
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 0 2 0 0 1 0 1 0 0 0 0 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 4 0 0 0 2 2 0 0 0 1 0 0 0 0 0 9
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 50.00% 50.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 0 3 0 0 0 1 1 0 0 0 1 0 0 0 0 0 6
PEAK HR FACTOR : 0.000 0.750 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 Data - 4axle
Linden Ave Linden Ave Miro Way Miro Way

0.500 0.250
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-008
3/7/2023
05:00 PM - 06:00 PM

0.500 0.750 0.500 0.250
07:45 AM - 08:45 AM

0.375
National Data & Surveying Services
Intersection Turning Movement Count
Location: Linden Ave & Miro Way
City: Rialto Project ID:

Control: Signalized Date:

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

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 3 20 0 0 0 15 7 0 1 0 5 0 0 0 0 0 51
APPROACH %'s : 13.04% 86.96% 0.00% 0.00% 0.00% 68.18% 31.82% 0.00% 16.67% 0.00% 83.33% 0.00% PEAK HR : 07:45 AM 40 0 0 TOTAL
PEAK HR VOL : 0 11 0 0 0 8 4 0 0 0 3 0 0 0 0 0 26
PEAK HR FACTOR : 0.000 0.306 0.000 0.000 0.000 1.000 0.500 0.000 0.000 0.000 0.750 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 0 2 0 0 1 0 1 0 0 0 0 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 1 8 0 0 0 12 3 0 2 0 2 0 0 0 0 0 28
APPROACH %'s : 11.11% 88.89% 0.00% 0.00% 0.00% 80.00% 20.00% 0.00% 50.00% 0.00% 50.00% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 1 5 0 0 0 5 2 0 1 0 2 0 0 0 0 0 16
PEAK HR FACTOR : 0.250 0.625 0.000 0.000 0.000 0.417 0.500 0.000 0.250 0.000 0.500 0.000 0.000 0.000 0.000 0.000 Data - Total Trucks
Linden Ave Linden Ave Miro Way Miro Way

0.306 0.750 0.750
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-008
3/7/2023
05:00 PM - 06:00 PM

1.000 0.750 0.583 0.750
07:45 AM - 08:45 AM

0.500
Prepared by National Data & Surveying Services
ID: 23-030023-008 Day:

City: Rialto Date:

AM 46 228 0 0 AM
NOON 0 0 0 0 NOON
PM 68 371 0 0 PM

AM NOON PM PM NOON AM
0 2 0 0 0 0 0 0
0 0 0 0
0 0 0 0 0 0 0 0
40 0 69 1 TEV 618 0 957 0 0 0 0
0 0 0 0 PHF 0.89 0.79
17 0 32 1 0 1 2 0

AM NOON PM PM NOON AM
PM 1 22 394 0 PM
NOON 0 0 0 0 NOON
AM 0 8 279 0 AM
Pedestrians (Crosswalks)
Cars (PM) Total Trucks (PM)
0 245

NORTHBOUND
Linden Ave
Cars (NOON) Total Trucks (NOON)
NONE
0 0 0
Cars (AM) 404 Total Trucks (AM)
Miro Way

EASTBOUND

WESTBOUND
Miro Way
54 0 90

CONTROL
Signalized
0 NONE
05:00 PM - 06:00 PM 463
Linden Ave & Miro Way
Peak Hour Turning Movement Count
Linden Ave Tuesday
SOUTHBOUND 3/7/2023
PEAK HOURS 4:00 PM - 06:00 PM 07:45 AM - 08:45 AM 319 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM

PMAMAMNOONPM
PM
NOON
AMAM
NOON
PM
NOON
PM
NOON
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
0 0 0 0 0 0
0 0
0 0
0 0
0 0
0 0 0 0
0 0
0 0
0 0
00 2 001
250
150
00 0 000
000
000
00 3 000
480
0 110
00 30 0
0 68
66 366 0
21 389 0
00 0 000
000
000
00 14 0
0 40
42 220 0
8 268 0
National Data & Surveying Services
Intersection Turning Movement Count
Location: Linden Ave & Baseline Rd
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:

0.5 0.5 1 0 0.5 1.5 1 0 1 1.5 0.5 0 1 1.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 5 22 11 0 28 16 14 0 9 49 3 0 1 53 32 0 243
7:15 AM 15 12 10 0 16 17 8 0 6 61 4 0 8 99 22 0 278
7:30 AM 11 26 15 0 13 15 9 0 7 83 6 0 2 126 26 0 339
7:45 AM 15 26 16 0 16 14 15 0 7 107 11 0 5 107 18 0 357 8:00 AM 5 40 18 0 23 30 7 0 7 87 5 0 6 80 31 0 339
8:15 AM 9 39 11 0 19 32 15 0 5 73 9 0 7 72 46 0 337
8:30 AM 7 43 12 0 25 33 12 0 8 63 9 0 4 45 23 0 284
8:45 AM 1 19 12 0 18 24 8 0 7 62 4 0 3 68 18 0 244

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 68 227 105 0 158 181 88 0 56 585 51 0 36 650 216 0 2421 APPROACH %'s : 17.00% 56.75% 26.25% 0.00% 37.00% 42.39% 20.61% 0.00% 8.09% 84.54% 7.37% 0.00% 3.99% 72.06% 23.95% 0.00% PEAK HR : 07:30 AM 39 TOTAL
PEAK HR VOL : 40 131 60 0 71 91 46 0 26 350 31 0 20 385 121 0 1372 PEAK HR FACTOR : 0.667 0.819 0.833 0.000 0.772 0.711 0.767 0.000 0.929 0.818 0.705 0.000 0.714 0.764 0.658 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU

0.5 0.5 1 0 0.5 1.5 1 0 1 1.5 0.5 0 1 1.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 3 31 16 0 32 30 24 0 15 143 9 0 13 92 33 0 441
4:15 PM 3 51 12 0 21 30 23 0 20 115 7 1 14 91 32 0 420
4:30 PM 5 27 8 0 49 39 31 0 17 131 2 0 9 66 16 0 400
4:45 PM 5 52 10 0 27 31 18 0 12 128 7 0 3 78 30 0 401
5:00 PM 3 32 8 0 63 47 45 0 14 131 10 0 7 92 37 0 489
5:15 PM 5 46 10 0 35 44 16 0 18 121 5 0 10 73 40 0 423
5:30 PM 7 29 10 0 23 38 21 0 24 102 7 0 9 93 39 0 402
5:45 PM 3 60 17 0 24 40 13 0 25 88 4 0 13 87 49 0 423

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 34 328 91 0 274 299 191 0 145 959 51 1 78 672 276 0 3399 APPROACH %'s : 7.51% 72.41% 20.09% 0.00% 35.86% 39.14% 25.00% 0.00% 12.54% 82.96% 4.41% 0.09% 7.60% 65.50% 26.90% 0.00% PEAK HR : 05:00 PM 12:00 AM TOTAL
PEAK HR VOL : 18 167 45 0 145 169 95 0 81 442 26 0 39 345 165 0 1737 PEAK HR FACTOR : 0.643 0.696 0.662 0.000 0.575 0.899 0.528 0.000 0.810 0.844 0.650 0.000 0.750 0.927 0.842 0.000 05:00 PM - 06:00 PM

0.888 0.719 0.660 0.885 0.921
PM

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

0.961 0.917 0.788 0.814 0.854
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-009
3/7/2023
Data - Total
Linden Ave Linden Ave Baseline Rd Baseline Rd
National Data & Surveying Services
Intersection Turning Movement Count
Location: Linden Ave & Baseline Rd
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:

0.5 0.5 1 0 0.5 1.5 1 0 1 1.5 0.5 0 1 1.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 5 22 10 0 27 14 14 0 9 43 3 0 1 46 29 0 223
7:15 AM 15 12 10 0 13 17 7 0 6 53 4 0 8 96 20 0 261
7:30 AM 11 26 14 0 12 14 9 0 7 74 6 0 2 116 24 0 315
7:45 AM 13 26 16 0 15 14 14 0 7 98 11 0 5 99 17 0 335
8:00 AM 5 39 18 0 23 29 7 0 7 79 5 0 6 73 30 0 321
8:15 AM 9 34 11 0 18 31 14 0 5 64 9 0 7 64 42 0 308
8:30 AM 7 43 12 0 22 32 12 0 8 57 9 0 4 37 23 0 266
8:45 AM 1 18 12 0 18 24 8 0 6 55 4 0 3 62 15 0 226

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 66 220 103 0 148 175 85 0 55 523 51 0 36 593 200 0 2255 APPROACH %'s : 16.97% 56.56% 26.48% 0.00% 36.27% 42.89% 20.83% 0.00% 8.74% 83.15% 8.11% 0.00% 4.34% 71.53% 24.13% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 38 125 59 0 68 88 44 0 26 315 31 0 20 352 113 0 1279 PEAK HR FACTOR : 0.731 0.801 0.819 0.000 0.739 0.710 0.786 0.000 0.929 0.804 0.705 0.000 0.714 0.759 0.673 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU

0.5 0.5 1 0 0.5 1.5 1 0 1 1.5 0.5 0 1 1.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 2 30 16 0 28 30 24 0 14 133 9 0 13 89 33 0 421
4:15 PM 3 51 12 0 20 29 23 0 20 108 7 1 13 88 32 0 407
4:30 PM 5 27 8 0 48 39 30 0 17 125 2 0 9 62 16 0 388
4:45 PM 5 51 10 0 27 31 18 0 12 127 7 0 3 71 29 0 391
5:00 PM 3 32 8 0 61 47 45 0 14 124 10 0 7 87 36 0 474
5:15 PM 5 46 10 0 33 43 16 0 18 112 5 0 10 70 40 0 408
5:30 PM 7 28 10 0 22 38 21 0 24 98 7 0 9 92 38 0 394
5:45 PM 3 59 17 0 23 40 13 0 24 86 3 0 13 83 49 0 413

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 33 324 91 0 262 297 190 0 143 913 50 1 77 642 273 0 3296 APPROACH %'s : 7.37% 72.32% 20.31% 0.00% 34.98% 39.65% 25.37% 0.00% 12.92% 82.48% 4.52% 0.09% 7.76% 64.72% 27.52% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 18 165 45 0 139 168 95 0 80 420 25 0 39 332 163 0 1689 PEAK HR FACTOR : 0.643 0.699 0.662 0.000 0.570 0.894 0.528 0.000 0.833 0.847 0.625 0.000 0.750 0.902 0.832 0.000 Data - Cars
Linden Ave Linden Ave Baseline Rd Baseline Rd

0.895 0.794 0.802 0.854
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-009
3/7/2023
05:00 PM - 06:00 PM

0.891 0.722 0.657 0.887 0.921
07:30 AM - 08:30 AM

0.954
National Data & Surveying Services
Intersection Turning Movement Count
Location: Linden Ave & Baseline Rd
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:

0.5 0.5 1 0 0.5 1.5 1 0 1 1.5 0.5 0 1 1.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 1 0 0 2 0 0 0 1 0 0 0 4 2 0 10
7:15 AM 0 0 0 0 1 0 1 0 0 2 0 0 0 0 1 0 5
7:30 AM 0 0 0 0 1 1 0 0 0 3 0 0 0 3 2 0 10
7:45 AM 2 0 0 0 1 0 1 0 0 2 0 0 0 2 1 0 9
8:00 AM 0 1 0 0 0 1 0 0 0 2 0 0 0 2 1 0 7
8:15 AM 0 5 0 0 0 1 1 0 0 4 0 0 0 1 3 0 15
8:30 AM 0 0 0 0 2 1 0 0 0 1 0 0 0 2 0 0 6
8:45 AM 0 1 0 0 0 0 0 0 0 3 0 0 0 0 2 0 6

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 2 7 1 0 5 6 3 0 0 18 0 0 0 14 12 0 68
APPROACH %'s : 20.00% 70.00% 10.00% 0.00% 35.71% 42.86% 21.43% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 53.85% 46.15% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 2 6 0 0 2 3 2 0 0 11 0 0 0 8 7 0 41
PEAK HR FACTOR : 0.250 0.300 0.000 0.000 0.500 0.750 0.500 0.000 0.000 0.688 0.000 0.000 0.000 0.667 0.583 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU

0.5 0.5 1 0 0.5 1.5 1 0 1 1.5 0.5 0 1 1.5 0.5 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 1 4 0 0 4 2 0 0 0 13 0 0 1 6 0 0 31
APPROACH %'s : 20.00% 80.00% 0.00% 0.00% 66.67% 33.33% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 14.29% 85.71% 0.00% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 0 2 0 0 0 1 0 0 0 4 0 0 0 2 0 0 9
PEAK HR FACTOR : 0.000 0.500 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.333 0.000 0.000 0.000 0.500 0.000 0.000 Data - 2axle
Linden Ave Linden Ave Baseline Rd Baseline Rd

0.400 0.875 0.688 0.750
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-009
3/7/2023
05:00 PM - 06:00 PM

0.563 0.500 0.250 0.333 0.500
07:30 AM - 08:30 AM

0.683
National Data & Surveying Services
Intersection Turning Movement Count
Location: Linden Ave & Baseline Rd
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:

0.5 0.5 1 0 0.5 1.5 1 0 1 1.5 0.5 0 1 1.5 0.5 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 1 0 1 0 0 0 1 7 0 0 0 4 2 0 16
APPROACH %'s : 0.00% 0.00% 100.00% 0.00% 100.00% 0.00% 0.00% 0.00% 12.50% 87.50% 0.00% 0.00% 0.00% 66.67% 33.33% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 0 0 1 0 0 0 0 0 0 2 0 0 0 3 1 0 7
PEAK HR FACTOR : 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.375 0.250 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU

0.5 0.5 1 0 0.5 1.5 1 0 1 1.5 0.5 0 1 1.5 0.5 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 6 0 0 0 0 8 1 0 0 4 1 0 20
APPROACH %'s : 100.00% 0.00% 0.00% 0.00% 0.00% 88.89% 11.11% 0.00% 0.00% 80.00% 20.00% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 4 0 0 0 0 5 1 0 0 1 0 0 11
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.417 0.250 0.000 0.000 0.250 0.000 0.000 Data - 3axle
Linden Ave Linden Ave Baseline Rd Baseline Rd

0.250 0.500 0.500
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-009
3/7/2023
05:00 PM - 06:00 PM

0.550 0.500 0.500 0.250
07:30 AM - 08:30 AM

0.583
National Data & Surveying Services
Intersection Turning Movement Count
Location: Linden Ave & Baseline Rd
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:

0.5 0.5 1 0 0.5 1.5 1 0 1 1.5 0.5 0 1 1.5 0.5 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 4 0 0 0 0 37 0 0 0 39 2 0 82
APPROACH %'s : 100.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 95.12% 4.88% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 1 0 0 0 0 22 0 0 0 22 0 0 45
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.917 0.000 0.000 0.000 0.786 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU

0.5 0.5 1 0 0.5 1.5 1 0 1 1.5 0.5 0 1 1.5 0.5 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 2 0 1 0 2 25 0 0 0 20 2 0 52
APPROACH %'s : 66.67% 0.00% 33.33% 0.00% 7.41% 92.59% 0.00% 0.00% 0.00% 90.91% 9.09% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 2 0 0 0 1 13 0 0 0 10 2 0 28
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.250 0.813 0.000 0.000 0.000 0.625 0.500 0.000 Data - 4axle
Linden Ave Linden Ave Baseline Rd Baseline Rd

0.250 0.917 0.786
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-009
3/7/2023
05:00 PM - 06:00 PM

0.875 0.500 0.875 0.600
07:30 AM - 08:30 AM

0.865
National Data & Surveying Services
Intersection Turning Movement Count
Location: Linden Ave & Baseline Rd
City: Rialto Project ID:

Control: Signalized Date:

NS/EW Streets:

0.5 0.5 1 0 0.5 1.5 1 0 1 1.5 0.5 0 1 1.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 1 0 1 2 0 0 0 6 0 0 0 7 3 0 20
7:15 AM 0 0 0 0 3 0 1 0 0 8 0 0 0 3 2 0 17
7:30 AM 0 0 1 0 1 1 0 0 0 9 0 0 0 10 2 0 24
7:45 AM 2 0 0 0 1 0 1 0 0 9 0 0 0 8 1 0 22
8:00 AM 0 1 0 0 0 1 0 0 0 8 0 0 0 7 1 0 18
8:15 AM 0 5 0 0 1 1 1 0 0 9 0 0 0 8 4 0 29
8:30 AM 0 0 0 0 3 1 0 0 0 6 0 0 0 8 0 0 18
8:45 AM 0 1 0 0 0 0 0 0 1 7 0 0 0 6 3 0 18

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 2 7 2 0 10 6 3 0 1 62 0 0 0 57 16 0 166 APPROACH %'s : 18.18% 63.64% 18.18% 0.00% 52.63% 31.58% 15.79% 0.00% 1.59% 98.41% 0.00% 0.00% 0.00% 78.08% 21.92% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 2 6 1 0 3 3 2 0 0 35 0 0 0 33 8 0 93
PEAK HR FACTOR : 0.250 0.300 0.250 0.000 0.750 0.750 0.500 0.000 0.000 0.972 0.000 0.000 0.000 0.825 0.500 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU

0.5 0.5 1 0 0.5 1.5 1 0 1 1.5 0.5 0 1 1.5 0.5 0

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 1 4 0 0 12 2 1 0 2 46 1 0 1 30 3 0 103
APPROACH %'s : 20.00% 80.00% 0.00% 0.00% 80.00% 13.33% 6.67% 0.00% 4.08% 93.88% 2.04% 0.00% 2.94% 88.24% 8.82% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 0 2 0 0 6 1 0 0 1 22 1 0 0 13 2 0 48
PEAK HR FACTOR : 0.000 0.500 0.000 0.000 0.750 0.250 0.000 0.000 0.250 0.611 0.250 0.000 0.000 0.650 0.500 0.000 Data - Total Trucks
Linden Ave Linden Ave Baseline Rd Baseline Rd

0.450 0.667 0.972 0.854
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-030023-009
3/7/2023
05:00 PM - 06:00 PM

0.800 0.500 0.583 0.667 0.625
07:30 AM - 08:30 AM

0.802
Prepared by National Data & Surveying Services
ID: 23-030023-009 Day:

City: Rialto Date:

AM 46 91 71 0 AM
NOON 0 0 0 0 NOON
PM 95 169 145 0 PM

AM NOON PM PM NOON AM
1 1.5 0.5 0 0.5 165 0 121

1.5 345 0 385
0 0 0 0 1 39 0 20
26 0 81 1 TEV 1372 0 1737 0 0 0 0
350 0 442 1.5 PHF 0.96 0.89
31 0 26 0.5 0 0.5 0.5 1

AM NOON PM PM NOON AM
PM 0 18 167 45 PM
NOON 0 0 0 0 NOON
AM 0 40 131 60 AM
Pedestrians (Crosswalks)
Cars (PM) Total Trucks (PM)
0 142

NORTHBOUND
Linden Ave
Cars (NOON) Total Trucks (NOON)
NONE
632 0 481
Cars (AM) 234 Total Trucks (AM)
Baseline Rd

EASTBOUND

WESTBOUND
Baseline Rd
471 0 458

CONTROL
Signalized
0 NONE
05:00 PM - 06:00 PM 413
Linden Ave & Baseline Rd
Peak Hour Turning Movement Count
Linden Ave Tuesday
SOUTHBOUND 3/7/2023
PEAK HOURS 4:00 PM - 06:00 PM 07:30 AM - 08:30 AM 278 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM

PMAMAMNOONPM
PM
NOON
AMAM
NOON
PM
NOON
PM
NOON
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
0 0 0 0 0 0
0 0
0 0
0 0
0 0
0 0 0 0
0 0
0 0
0 0
213
1 0
22 1
016
020
00 0 000
000
000
833
0 0
35 0
233
261
163332
25 39
420
80 95
168
139
18 165
45 00
0 000
000
000
113352
31 20
315
26 44
88 68
38 125
59 Day: City: Rialto
Date: Project #: CA23_030024_001

NB SB EB WB
9,292 6,728 0 0
AM Period NB SB EB WB NB SB EB WB
00:00 17 15 32 143 77 220
00:15 36 12 48 135 78 213
00:30 30 18 48 163 94 257
00:45 22 105 14 59 36 164 167 608 89 338 256 946
01:00 36 21 57 155 82 237
01:15 33 14 47 121 63 184
01:30 27 18 45 183 58 241
01:45 31 127 26 79 57 206 141 600 80 283 221 883
02:00 23 13 36 146 98 244
02:15 21 18 39 135 112 247
02:30 24 33 57 155 135 290
02:45 22 90 33 97 55 187 142 578 164 509 306 1087
03:00 22 30 52 129 149 278
03:15 40 29 69 149 127 276
03:30 54 33 87 140 127 267
03:45 40 156 59 151 99 307 181 599 138 541 319 1140
04:00 51 27 78 137 126 263
04:15 65 32 97 130 130 260
04:30 72 49 121 174 145 319
04:45 96 284 74 182 170 466 147 588 132 533 279 1121
05:00 82 34 116 172 118 290
05:15 101 39 140 134 142 276
05:30 114 69 183 145 130 275
05:45 152 449 93 235 245 684 133 584 135 525 268 1109
06:00 110 50 160 141 115 256
06:15 115 62 177 93 108 201
06:30 129 99 228 98 90 188
06:45 112 466 79 290 191 756 81 413 76 389 157 802
07:00 127 93 220 88 87 175
07:15 143 100 243 85 90 175
07:30 135 94 229 92 66 158
07:45 149 554 125 412 274 966 71 336 79 322 150 658
08:00 134 70 204 65 52 117
08:15 143 72 215 64 67 131
08:30 125 54 179 61 50 111
08:45 117 519 75 271 192 790 54 244 54 223 108 467
09:00 110 59 169 58 51 109
09:15 118 61 179 37 43 80
09:30 128 56 184 58 53 111
09:45 109 465 80 256 189 721 31 184 45 192 76 376
10:00 118 64 182 64 34 98
10:15 124 77 201 44 43 87
10:30 107 68 175 46 42 88
10:45 123 472 64 273 187 745 38 192 40 159 78 351
11:00 122 67 189 33 25 58
11:15 121 72 193 42 28 70
11:30 146 83 229 40 28 68
11:45 139 528 78 300 217 828 36 151 28 109 64 260
TOTALS 4215 2605 6820 5077 4123 9200
SPLIT % 61.8% 38.2% 42.6% 55.2% 44.8% 57.4%

NB SB EB WB
9,292 6,728 0 0
AM Peak Hour 11:45 07:00 07:00 16:30 14:30 16:30
AM Pk Volume 580 412 966 627 575 1164
Pk Hr Factor 0.890 0.824 0.881 0.901 0.877 0.912
7 - 9 Volume 1073 683 0 0 1756 1172 1058 0 0 2230
7 - 9 Peak Hour 07:15 07:00 07:00 16:30 16:30 16:30
7 - 9 Pk Volume 561 412 0 0 966 627 537 0 0 1164
Pk Hr Factor 0.941 0.824 0.000 0.000 0.881 0.901 0.926 0.000 0.000 0.912 VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
3/7/2023
14:45
15:00

DAILY TOTALS
PM Period
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
Alder Ave Bet. I-21O WB Ramps & I-210 EB Ramps
21:30
21:45
22:00
Total
16,020
19:30
19:45
20:00
20:15

DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
16,020

DAILY TOTALS
21:00
21:15
20:30
4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45
Day: City: Rialto
Date: Project #: CA23_030024_002

NB SB EB WB
10,752 12,395 0 0
AM Period NB SB EB WB NB SB EB WB
00:00 21 31 52 138 125 263
00:15 42 41 83 112 148 260
00:30 35 32 67 171 167 338
00:45 31 129 40 144 71 273 144 565 165 605 309 1170
01:00 39 38 77 138 145 283
01:15 31 27 58 119 165 284
01:30 25 43 68 184 146 330
01:45 26 121 39 147 65 268 144 585 166 622 310 1207
02:00 23 19 42 149 161 310
02:15 21 25 46 146 199 345
02:30 35 29 64 209 197 406
02:45 21 100 55 128 76 228 156 660 224 781 380 1441
03:00 31 28 59 172 198 370
03:15 42 49 91 160 198 358
03:30 65 71 136 234 199 433
03:45 62 200 118 266 180 466 215 781 242 837 457 1618
04:00 73 48 121 200 183 383
04:15 79 63 142 183 207 390
04:30 131 91 222 241 207 448
04:45 110 393 126 328 236 721 203 827 207 804 410 1631
05:00 127 62 189 220 202 422
05:15 123 92 215 208 216 424
05:30 125 152 277 207 208 415
05:45 112 487 175 481 287 968 197 832 219 845 416 1677
06:00 132 125 257 169 196 365
06:15 119 150 269 138 214 352
06:30 137 182 319 133 168 301
06:45 131 519 209 666 340 1185 108 548 170 748 278 1296 07:00 149 183 332 107 162 269
07:15 166 213 379 101 165 266
07:30 162 221 383 101 129 230
07:45 165 642 260 877 425 1519 70 379 120 576 190 955
08:00 152 175 327 105 108 213
08:15 166 186 352 82 138 220
08:30 167 135 302 83 120 203
08:45 132 617 152 648 284 1265 66 336 105 471 171 807
09:00 117 116 233 66 98 164
09:15 98 125 223 59 95 154
09:30 133 121 254 64 89 153
09:45 123 471 146 508 269 979 46 235 85 367 131 602
10:00 109 127 236 71 64 135
10:15 104 135 239 49 73 122
10:30 121 125 246 52 70 122
10:45 99 433 136 523 235 956 35 207 70 277 105 484
11:00 123 135 258 36 43 79
11:15 107 149 256 51 49 100
11:30 131 145 276 67 47 114
11:45 133 494 139 568 272 1062 37 191 39 178 76 369
TOTALS 4606 5284 9890 6146 7111 13257
SPLIT % 46.6% 53.4% 42.7% 46.4% 53.6% 57.3%

NB SB EB WB
10,752 12,395 0 0
AM Peak Hour 07:45 07:00 07:00 16:30 17:00 16:30
AM Pk Volume 650 877 1519 872 845 1704
Pk Hr Factor 0.973 0.843 0.894 0.905 0.965 0.951
7 - 9 Volume 1259 1525 0 0 2784 1659 1649 0 0 3308
7 - 9 Peak Hour 07:45 07:00 07:00 16:30 17:00 16:30
7 - 9 Pk Volume 650 877 0 0 1519 872 845 0 0 1704
Pk Hr Factor 0.973 0.843 0.000 0.000 0.894 0.905 0.965 0.000 0.000 0.951 4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
23,147

DAILY TOTALS
21:00
21:15
20:30

DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
Alder Ave Bet. I-210 EB Ramps & Renaissance Pkwy
21:30
21:45
22:00
Total
23,147
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
3/7/2023
14:45
15:00

DAILY TOTALS
PM Period
VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
Day: City: Rialto
Date: Project #: CA23_030024_003

NB SB EB WB
9,273 9,673 0 0
AM Period NB SB EB WB NB SB EB WB
00:00 14 22 36 136 97 233
00:15 26 24 50 95 135 230
00:30 25 20 45 163 144 307
00:45 20 85 28 94 48 179 136 530 131 507 267 1037
01:00 21 22 43 125 115 240
01:15 22 12 34 107 146 253
01:30 21 24 45 154 113 267
01:45 19 83 28 86 47 169 134 520 132 506 266 1026
02:00 22 12 34 129 132 261
02:15 18 24 42 138 156 294
02:30 31 19 50 202 167 369
02:45 15 86 46 101 61 187 140 609 181 636 321 1245
03:00 25 24 49 171 156 327
03:15 36 39 75 158 153 311
03:30 43 57 100 181 158 339
03:45 44 148 88 208 132 356 183 693 205 672 388 1365
04:00 60 41 101 154 147 301
04:15 53 45 98 159 167 326
04:30 100 75 175 185 157 342
04:45 89 302 104 265 193 567 159 657 152 623 311 1280
05:00 107 45 152 172 149 321
05:15 94 55 149 155 162 317
05:30 104 98 202 194 158 352
05:45 90 395 121 319 211 714 152 673 155 624 307 1297
06:00 109 67 176 192 157 349
06:15 118 109 227 149 169 318
06:30 111 123 234 137 124 261
06:45 107 445 150 449 257 894 108 586 123 573 231 1159
07:00 112 155 267 105 127 232
07:15 122 189 311 89 122 211
07:30 128 179 307 93 94 187
07:45 148 510 237 760 385 1270 57 344 90 433 147 777
08:00 163 155 318 84 87 171
08:15 147 165 312 70 88 158
08:30 128 119 247 80 97 177
08:45 103 541 124 563 227 1104 50 284 75 347 125 631
09:00 108 93 201 51 69 120
09:15 95 97 192 51 75 126
09:30 97 100 197 47 69 116
09:45 111 411 122 412 233 823 38 187 69 282 107 469
10:00 97 90 187 63 55 118
10:15 84 113 197 43 51 94
10:30 102 94 196 42 53 95
10:45 99 382 114 411 213 793 21 169 56 215 77 384
11:00 121 100 221 25 43 68
11:15 116 119 235 36 33 69
11:30 128 121 249 64 38 102
11:45 115 480 105 445 220 925 28 153 28 142 56 295
TOTALS 3868 4113 7981 5405 5560 10965
SPLIT % 48.5% 51.5% 42.1% 49.3% 50.7% 57.9%

NB SB EB WB
9,273 9,673 0 0
AM Peak Hour 07:30 07:00 07:30 15:00 15:30 15:00
AM Pk Volume 586 760 1322 693 677 1365
Pk Hr Factor 0.899 0.802 0.858 0.947 0.826 0.880
7 - 9 Volume 1051 1323 0 0 2374 1330 1247 0 0 2577
7 - 9 Peak Hour 07:30 07:00 07:30 16:45 16:15 16:45
7 - 9 Pk Volume 586 760 0 0 1322 680 625 0 0 1301
Pk Hr Factor 0.899 0.802 0.000 0.000 0.858 0.876 0.936 0.000 0.000 0.924 4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
18,946

DAILY TOTALS
21:00
21:15
20:30

DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
Alder Ave Bet. Renaissance Pkwy & Baseline Rd
21:30
21:45
22:00
Total
18,946
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
3/7/2023
14:45
15:00

DAILY TOTALS
PM Period
VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
Day: City: Rialto
Date: Project #: CA23_030024_004

NB SB EB WB
12,546 13,064 0 0
AM Period NB SB EB WB NB SB EB WB
00:00 16 34 50 195 137 332
00:15 19 35 54 197 162 359
00:30 12 34 46 159 189 348
00:45 17 64 24 127 41 191 149 700 197 685 346 1385
01:00 7 22 29 163 158 321
01:15 18 23 41 188 186 374
01:30 14 13 27 163 200 363
01:45 12 51 12 70 24 121 187 701 201 745 388 1446
02:00 11 11 22 182 233 415
02:15 19 14 33 232 205 437
02:30 20 14 34 239 256 495
02:45 32 82 13 52 45 134 250 903 261 955 511 1858
03:00 21 18 39 226 257 483
03:15 31 19 50 267 207 474
03:30 39 21 60 272 262 534
03:45 49 140 27 85 76 225 247 1012 266 992 513 2004
04:00 51 25 76 196 251 447
04:15 61 25 86 214 238 452
04:30 97 35 132 251 240 491
04:45 74 283 68 153 142 436 225 886 279 1008 504 1894
05:00 108 42 150 236 286 522
05:15 98 42 140 254 247 501
05:30 153 76 229 234 252 486
05:45 100 459 117 277 217 736 234 958 245 1030 479 1988 06:00 124 77 201 202 225 427
06:15 118 90 208 219 222 441
06:30 150 119 269 176 233 409
06:45 166 558 161 447 327 1005 191 788 254 934 445 1722 07:00 189 160 349 163 222 385
07:15 176 188 364 169 237 406
07:30 213 216 429 142 141 283
07:45 208 786 176 740 384 1526 101 575 183 783 284 1358 08:00 249 177 426 105 160 265
08:15 179 160 339 109 163 272
08:30 167 167 334 89 148 237
08:45 152 747 150 654 302 1401 108 411 142 613 250 1024 09:00 154 130 284 89 122 211
09:15 142 123 265 93 140 233
09:30 149 129 278 70 110 180
09:45 132 577 139 521 271 1098 53 305 127 499 180 804
10:00 128 129 257 56 89 145
10:15 166 128 294 47 95 142
10:30 151 135 286 47 89 136
10:45 146 591 145 537 291 1128 31 181 55 328 86 509
11:00 158 139 297 38 59 97
11:15 161 169 330 22 66 88
11:30 210 137 347 31 48 79
11:45 150 679 169 614 319 1293 18 109 42 215 60 324
TOTALS 5017 4277 9294 7529 8787 16316
SPLIT % 54.0% 46.0% 36.3% 46.1% 53.9% 63.7%

NB SB EB WB
12,546 13,064 0 0
AM Peak Hour 07:30 07:15 07:15 14:45 16:45 16:30
AM Pk Volume 849 757 1603 1015 1064 2018
Pk Hr Factor 0.852 0.876 0.934 0.933 0.930 0.966
7 - 9 Volume 1533 1394 0 0 2927 1844 2038 0 0 3882
7 - 9 Peak Hour 07:30 07:15 07:15 16:30 16:45 16:30
7 - 9 Pk Volume 849 757 0 0 1603 966 1064 0 0 2018
Pk Hr Factor 0.852 0.876 0.000 0.000 0.934 0.951 0.930 0.000 0.000 0.966 VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
3/7/2023
14:45
15:00

DAILY TOTALS
PM Period
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
Ayala Dr Bet. Renaissance Pkwy & Fitzgerald Ave
21:30
21:45
22:00
Total
25,610
19:30
19:45
20:00
20:15

DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
25,610

DAILY TOTALS
21:00
21:15
20:30
4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45
Day: City: Rialto
Date: Project #: CA23_030024_005

NB SB EB WB
10,732 10,714 0 0
AM Period NB SB EB WB NB SB EB WB
00:00 15 28 43 171 112 283
00:15 15 27 42 162 128 290
00:30 11 27 38 142 161 303
00:45 16 57 21 103 37 160 142 617 169 570 311 1187
01:00 5 16 21 137 128 265
01:15 14 17 31 154 157 311
01:30 14 11 25 144 164 308
01:45 13 46 9 53 22 99 157 592 163 612 320 1204
02:00 12 8 20 153 188 341
02:15 17 9 26 199 156 355
02:30 17 12 29 201 214 415
02:45 29 75 11 40 40 115 214 767 219 777 433 1544
03:00 14 18 32 192 201 393
03:15 26 16 42 226 173 399
03:30 30 21 51 238 217 455
03:45 44 114 24 79 68 193 219 875 227 818 446 1693
04:00 41 19 60 171 212 383
04:15 49 23 72 182 184 366
04:30 83 33 116 211 190 401
04:45 59 232 61 136 120 368 197 761 224 810 421 1571
05:00 92 37 129 189 241 430
05:15 69 39 108 226 191 417
05:30 125 64 189 195 209 404
05:45 81 367 85 225 166 592 206 816 208 849 414 1665
06:00 112 54 166 178 181 359
06:15 101 77 178 176 180 356
06:30 126 99 225 154 197 351
06:45 137 476 134 364 271 840 162 670 204 762 366 1432
07:00 153 130 283 144 183 327
07:15 148 163 311 144 199 343
07:30 171 189 360 121 119 240
07:45 185 657 150 632 335 1289 89 498 144 645 233 1143
08:00 220 136 356 91 129 220
08:15 151 123 274 96 136 232
08:30 137 135 272 82 126 208
08:45 126 634 119 513 245 1147 96 365 122 513 218 878
09:00 122 100 222 75 101 176
09:15 121 105 226 84 114 198
09:30 133 100 233 59 90 149
09:45 103 479 114 419 217 898 41 259 100 405 141 664
10:00 109 106 215 48 76 124
10:15 138 107 245 40 76 116
10:30 144 106 250 41 71 112
10:45 138 529 123 442 261 971 30 159 42 265 72 424
11:00 121 108 229 31 50 81
11:15 147 145 292 21 50 71
11:30 192 121 313 29 37 66
11:45 127 587 140 514 267 1101 19 100 31 168 50 268
TOTALS 4253 3520 7773 6479 7194 13673
SPLIT % 54.7% 45.3% 36.2% 47.4% 52.6% 63.8%

NB SB EB WB
10,732 10,714 0 0
AM Peak Hour 07:30 07:15 07:15 15:00 16:45 15:00
AM Pk Volume 727 638 1362 875 865 1693
Pk Hr Factor 0.826 0.844 0.946 0.919 0.897 0.930
7 - 9 Volume 1291 1145 0 0 2436 1577 1659 0 0 3236
7 - 9 Peak Hour 07:30 07:15 07:15 16:30 16:45 16:45
7 - 9 Pk Volume 727 638 0 0 1362 823 865 0 0 1672
Pk Hr Factor 0.826 0.844 0.000 0.000 0.946 0.910 0.897 0.000 0.000 0.972 4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
21,446

DAILY TOTALS
21:00
21:15
20:30

DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
Ayala Dr Bet. Fitzgerald Ave & Baseline Rd
21:30
21:45
22:00
Total
21,446
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
3/7/2023
14:45
15:00

DAILY TOTALS
PM Period
VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
Day: City: Rialto
Date: Project #: CA23_030024_006

NB SB EB WB
4,336 4,726 0 0
AM Period NB SB EB WB NB SB EB WB
00:00 6 18 24 54 52 106
00:15 7 19 26 52 51 103
00:30 3 15 18 53 58 111
00:45 7 23 14 66 21 89 56 215 56 217 112 432
01:00 11 85 96 49 52 101
01:15 30 17 47 35 56 91
01:30 53 15 68 42 60 102
01:45 20 114 14 131 34 245 57 183 69 237 126 420
02:00 2 10 12 43 55 98
02:15 7 10 17 44 38 82
02:30 9 15 24 49 92 141
02:45 11 29 6 41 17 70 82 218 70 255 152 473
03:00 7 8 15 72 75 147
03:15 10 5 15 73 78 151
03:30 18 17 35 98 195 293
03:45 34 69 21 51 55 120 69 312 139 487 208 799
04:00 15 61 76 78 85 163
04:15 12 32 44 105 71 176
04:30 25 88 113 62 122 184
04:45 36 88 31 212 67 300 91 336 75 353 166 689
05:00 26 18 44 85 168 253
05:15 28 22 50 106 82 188
05:30 44 23 67 93 79 172
05:45 83 181 29 92 112 273 132 416 73 402 205 818
06:00 70 45 115 73 70 143
06:15 98 107 205 57 73 130
06:30 73 62 135 58 51 109
06:45 104 345 43 257 147 602 47 235 53 247 100 482
07:00 61 57 118 38 56 94
07:15 39 41 80 44 42 86
07:30 62 38 100 47 39 86
07:45 53 215 49 185 102 400 34 163 44 181 78 344
08:00 76 67 143 34 44 78
08:15 94 63 157 34 43 77
08:30 67 66 133 37 42 79
08:45 44 281 47 243 91 524 48 153 27 156 75 309
09:00 42 34 76 32 54 86
09:15 39 43 82 29 45 74
09:30 25 39 64 26 49 75
09:45 53 159 28 144 81 303 27 114 35 183 62 297
10:00 38 37 75 22 42 64
10:15 34 23 57 27 23 50
10:30 31 36 67 29 26 55
10:45 42 145 37 133 79 278 15 93 35 126 50 219
11:00 46 74 120 15 37 52
11:15 62 51 113 7 19 26
11:30 56 53 109 4 23 27
11:45 48 212 50 228 98 440 11 37 20 99 31 136
TOTALS 1861 1783 3644 2475 2943 5418
SPLIT % 51.1% 48.9% 40.2% 45.7% 54.3% 59.8%

NB SB EB WB
4,336 4,726 0 0
AM Peak Hour 06:00 06:15 06:15 17:00 15:15 15:30
AM Pk Volume 345 269 605 416 497 840
Pk Hr Factor 0.829 0.629 0.738 0.788 0.637 0.717
7 - 9 Volume 496 428 0 0 924 752 755 0 0 1507
7 - 9 Peak Hour 07:45 07:45 07:45 17:00 16:30 17:00
7 - 9 Pk Volume 290 245 0 0 535 416 447 0 0 818
Pk Hr Factor 0.771 0.914 0.000 0.000 0.852 0.788 0.665 0.000 0.000 0.808 4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45
TOTAL
23:45
TOTALS
Total
9,062

DAILY TOTALS
21:00
21:15
20:30

DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
Linden Ave Bet. Miro Way & Baseline Rd
21:30
21:45
22:00
Total
9,062
19:30
19:45
20:00
20:15
18:00
18:15
18:30
18:45
19:00
19:15
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
16:15
16:30
14:00
14:15
14:30
3/7/2023
14:45
15:00

DAILY TOTALS
PM Period
VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
Day: City: Rialto
Date: Project #: CA23_030024_007

NB SB EB WB
0 0 6,212 6,485
AM Period NB SB EB WB NB SB EB WB
00:00 12 16 28 87 80 167
00:15 4 13 17 65 81 146
00:30 15 11 26 103 90 193
00:45 9 40 12 52 21 92 79 334 92 343 171 677
01:00 9 37 46 90 97 187
01:15 12 14 26 73 100 173
01:30 24 15 39 106 102 208
01:45 11 56 10 76 21 132 100 369 91 390 191 759
02:00 3 9 12 94 105 199
02:15 7 5 12 96 135 231
02:30 5 22 27 140 117 257
02:45 6 21 16 52 22 73 155 485 128 485 283 970
03:00 9 15 24 124 116 240
03:15 2 11 13 130 118 248
03:30 2 29 31 131 145 276
03:45 12 25 49 104 61 129 155 540 119 498 274 1038
04:00 16 30 46 161 98 259
04:15 11 42 53 151 132 283
04:30 29 64 93 146 98 244
04:45 24 80 66 202 90 282 152 610 101 429 253 1039
05:00 18 35 53 150 139 289
05:15 27 33 60 146 100 246
05:30 36 69 105 118 111 229
05:45 38 119 75 212 113 331 121 535 98 448 219 983
06:00 39 60 99 122 105 227
06:15 63 69 132 107 81 188
06:30 38 65 103 90 74 164
06:45 46 186 98 292 144 478 85 404 80 340 165 744
07:00 49 87 136 71 88 159
07:15 75 121 196 71 67 138
07:30 101 149 250 73 51 124
07:45 123 348 137 494 260 842 57 272 69 275 126 547
08:00 114 107 221 50 46 96
08:15 92 102 194 50 51 101
08:30 102 68 170 60 42 102
08:45 65 373 70 347 135 720 44 204 39 178 83 382
09:00 66 75 141 46 50 96
09:15 61 63 124 35 44 79
09:30 59 73 132 33 44 77
09:45 62 248 72 283 134 531 36 150 26 164 62 314
10:00 57 68 125 33 25 58
10:15 63 73 136 34 32 66
10:30 78 55 133 34 30 64
10:45 63 261 93 289 156 550 16 117 23 110 39 227
11:00 79 71 150 22 22 44
11:15 86 86 172 30 26 56
11:30 82 86 168 29 18 47
11:45 87 334 94 337 181 671 20 101 19 85 39 186
TOTALS 2091 2740 4831 4121 3745 7866
SPLIT % 43.3% 56.7% 38.0% 52.4% 47.6% 62.0%

NB SB EB WB
0 0 6,212 6,485
AM Peak Hour 07:45 07:15 07:15 15:45 14:45 15:30
AM Pk Volume 431 514 927 613 507 1092
Pk Hr Factor 0.876 0.862 0.891 0.952 0.874 0.965
7 - 9 Volume 0 0 721 841 1562 0 0 1145 877 2022
7 - 9 Peak Hour 07:45 07:15 07:15 16:00 16:15 16:15
7 - 9 Pk Volume 0 0 431 514 927 0 0 610 470 1069
Pk Hr Factor 0.000 0.000 0.876 0.862 0.891 0.000 0.000 0.947 0.845 0.925 VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
3/7/2023
14:45
15:00

DAILY TOTALS
PM Period
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
Baseline Rd Bet. Alder Ave & Linden Ave
21:30
21:45
22:00
Total
12,697
19:30
19:45
20:00
20:15

DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
12,697

DAILY TOTALS
21:00
21:15
20:30
4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45
Day: City: Rialto
Date: Project #: CA23_030024_008

NB SB EB WB
0 0 7,466 6,273
AM Period NB SB EB WB NB SB EB WB
00:00 21 17 38 96 73 169
00:15 11 11 22 90 75 165
00:30 19 11 30 113 82 195
00:45 14 65 11 50 25 115 100 399 100 330 200 729
01:00 44 16 60 105 94 199
01:15 13 11 24 82 89 171
01:30 19 23 42 131 82 213
01:45 15 91 11 61 26 152 112 430 85 350 197 780
02:00 8 5 13 113 89 202
02:15 13 4 17 105 111 216
02:30 10 21 31 179 100 279
02:45 15 46 18 48 33 94 139 536 113 413 252 949
03:00 10 13 23 143 109 252
03:15 5 10 15 131 88 219
03:30 11 36 47 227 82 309
03:45 25 51 52 111 77 162 191 692 97 376 288 1068
04:00 50 14 64 186 131 317
04:15 30 34 64 146 127 273
04:30 72 36 108 184 135 319
04:45 32 184 73 157 105 341 161 677 118 511 279 1188
05:00 26 32 58 200 130 330
05:15 33 39 72 159 112 271
05:30 41 66 107 129 134 263
05:45 42 142 72 209 114 351 127 615 131 507 258 1122
06:00 50 46 96 145 114 259
06:15 109 36 145 107 82 189
06:30 65 50 115 115 84 199
06:45 65 289 98 230 163 519 95 462 85 365 180 827
07:00 87 84 171 80 81 161
07:15 85 124 209 52 66 118
07:30 112 151 263 82 53 135
07:45 141 425 127 486 268 911 55 269 62 262 117 531
08:00 128 114 242 56 47 103
08:15 108 118 226 54 48 102
08:30 96 81 177 73 49 122
08:45 86 418 87 400 173 818 42 225 49 193 91 418
09:00 77 71 148 53 41 94
09:15 82 56 138 49 49 98
09:30 80 68 148 52 47 99
09:45 70 309 77 272 147 581 41 195 32 169 73 364
10:00 75 58 133 59 27 86
10:15 66 79 145 31 37 68
10:30 92 54 146 35 26 61
10:45 65 298 101 292 166 590 25 150 16 106 41 256
11:00 89 52 141 28 15 43
11:15 102 85 187 37 24 61
11:30 95 79 174 30 18 48
11:45 96 382 84 300 180 682 21 116 18 75 39 191
TOTALS 2700 2616 5316 4766 3657 8423
SPLIT % 50.8% 49.2% 38.7% 56.6% 43.4% 61.3%

NB SB EB WB
0 0 7,466 6,273
AM Peak Hour 07:30 07:15 07:30 15:30 16:00 16:15
AM Pk Volume 489 516 999 750 511 1201
Pk Hr Factor 0.867 0.854 0.932 0.826 0.946 0.910
7 - 9 Volume 0 0 843 886 1729 0 0 1292 1018 2310
7 - 9 Peak Hour 07:30 07:15 07:30 16:30 16:00 16:15
7 - 9 Pk Volume 0 0 489 516 999 0 0 704 511 1201
Pk Hr Factor 0.000 0.000 0.867 0.854 0.932 0.000 0.000 0.880 0.946 0.910 VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
3/7/2023
14:45
15:00

DAILY TOTALS
PM Period
16:45
17:00
17:15
Tuesday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
Baseline Rd Bet. Linden Ave & Ayala Dr
21:30
21:45
22:00
Total
13,739
19:30
19:45
20:00
20:15

DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
13,739

DAILY TOTALS
21:00
21:15
20:30
4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45

APPENDIX C

PCE WORKSHEETS
Existing Peak Hour Volumes - Classification Counts
1 Alder Ave at SR-210 WB Ramps
AM Peak Hour Volumes PM Peak Hour Volumes
Truck Volumes Total Truck Volumes Total
Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume NL 269 5 7 35 47 14.9% 127 2.7 396 356 2 7 34 43 10.8% 119 2.8 475 NT 173 9 18 40 67 27.9% 170 2.5 343 181 9 8 29 46 20.3% 117 2.5 298 NR 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
SL 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
ST 7 1 1 2 4 36.4% 10 2.5 17 217 6 3 20 29 11.8% 75 2.6 292 SR 9 2 0 0 2 18.2% 3 1.5 12 200 6 16 45 67 25.1% 176 2.6 376 EL 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
ET 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
ER 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
WL 377 5 2 14 21 5.3% 54 2.6 431 268 1 2 7 10 3.6% 27 2.7 295 WT 2 0 0 1 1 33.3% 3 3.0 5 2 0 1 0 1 33.3% 2 2.0 4
WR 72 11 10 16 37 33.9% 85 2.3 157 59 3 4 17 24 28.9% 64 2.7 123 1,361 1,863
North Leg Volumes
Approach 16 3 1 2 6 13 29 417 12 19 65 96 251 668
Depart 245 20 28 56 104 255 500 240 12 12 46 70 181 421 Total 261 23 29 58 110 29.6% 268 2.4 529 657 24 31 111 166 20.2% 432 2.6 1,089 South Leg Volumes
Approach 442 14 25 75 114 297 739 537 11 15 63 89 236 773 Depart 384 6 3 16 25 64 448 485 7 5 27 39 102 587
Total 826 20 28 91 139 14.4% 361 2.6 1,187 1,022 18 20 90 128 11.1% 338 2.6 1,360 East Leg Volumes
Approach 451 16 12 31 59 142 593 329 4 7 24 35 93 422
Depart 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 451 16 12 31 59 11.6% 142 2.4 593 329 4 7 24 35 9.6% 93 2.7 422 West Leg Volumes
Approach 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Depart 280 7 7 36 50 133 413 558 8 24 79 111 297 855
Total 280 7 7 36 50 15.2% 133 2.7 413 558 8 24 79 111 16.6% 297 2.7 855 All Legs
Approach 909 33 38 108 179 452 1,361 1,283 27 41 152 220 580 1,863 Depart 909 33 38 108 179 452 1,361 1,283 27 41 152 220 580 1,863 Total 1,818 66 76 216 358 16.5% 904 2.5 2,722 2,566 54 82 304 440 14.6% 1,160 2.6 3,726 Existing Peak Hour Volumes - Classification Counts
2 Alder Ave at SR-210 EB Ramps
AM Peak Hour Volumes PM Peak Hour Volumes
Truck Volumes Total Truck Volumes Total
Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume NL 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
NT 306 8 12 48 68 18.2% 180 2.6 486 433 4 9 36 49 10.2% 132 2.7 565 NR 241 2 7 25 34 12.4% 92 2.7 333 361 4 7 13 24 6.2% 59 2.5 420 SL 2 1 1 0 2 50.0% 4 2.0 6 114 3 0 12 15 11.6% 41 2.7 155 ST 354 3 4 18 25 6.6% 67 2.7 421 385 1 2 13 16 4.0% 45 2.8 430 SR 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
EL 137 9 15 39 63 31.5% 161 2.6 298 119 5 8 20 33 21.7% 84 2.5 203 ET 1 1 0 0 1 50.0% 2 2.0 3 1 0 0 1 1 50.0% 3 3.0 4
ER 408 9 13 56 78 16.0% 208 2.7 616 380 7 9 31 47 11.0% 122 2.6 502 WL 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
WT 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
WR 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
2,163 2,279
North Leg Volumes
Approach 356 4 5 18 27 71 427 499 4 2 25 31 86 585
Depart 443 17 27 87 131 341 784 552 9 17 56 82 216 768
Total 799 21 32 105 158 16.5% 412 2.6 1,211 1,051 13 19 81 113 9.7% 302 2.7 1,353 South Leg Volumes
Approach 547 10 19 73 102 272 819 794 8 16 49 73 191 985 Depart 762 12 17 74 103 275 1,037 765 8 11 44 63 167 932 Total 1,309 22 36 147 205 13.5% 547 2.7 1,856 1,559 16 27 93 136 8.0% 358 2.6 1,917 East Leg Volumes
Approach 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Depart 244 4 8 25 37 98 342 476 7 7 26 40 103 579
Total 244 4 8 25 37 13.2% 98 2.6 342 476 7 7 26 40 7.8% 103 2.6 579 West Leg Volumes
Approach 546 19 28 95 142 371 917 500 12 17 52 81 209 709 Depart 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 546 19 28 95 142 20.6% 371 2.6 917 500 12 17 52 81 13.9% 209 2.6 709 All Legs
Approach 1,449 33 52 186 271 714 2,163 1,793 24 35 126 185 486 2,279 Depart 1,449 33 52 186 271 714 2,163 1,793 24 35 126 185 486 2,279 Total 2,898 66 104 372 542 15.8% 1,428 2.6 4,326 3,586 48 70 252 370 9.4% 972 2.6 4,558 Existing Peak Hour Volumes - Classification Counts
3 Alder Ave at Renaissance Pkwy
AM Peak Hour Volumes PM Peak Hour Volumes
Truck Volumes Total Truck Volumes Total
Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume NL 115 1 2 2 5 4.2% 12 2.4 127 46 1 0 1 2 4.2% 5 2.5 51 NT 396 7 11 46 64 13.9% 171 2.7 567 547 6 8 29 43 7.3% 112 2.6 659 NR 11 1 1 0 2 15.4% 4 2.0 15 32 0 1 0 1 3.0% 2 2.0 34
SL 69 4 1 26 31 31.0% 86 2.8 155 134 2 2 14 18 11.8% 49 2.7 183 ST 595 3 11 51 65 9.8% 180 2.8 775 497 6 8 27 41 7.6% 106 2.6 603 SR 70 0 1 2 3 4.1% 8 2.7 78 127 0 1 3 4 3.1% 11 2.8 138 EL 78 2 2 4 8 9.3% 19 2.4 97 86 1 2 1 4 4.4% 9 2.3 95
ET 147 7 0 0 7 4.5% 11 1.6 158 253 3 1 3 7 2.7% 16 2.3 269 ER 60 2 1 5 8 11.8% 20 2.5 80 67 0 0 0 0 0.0% 0 0.0 67
WL 23 0 0 1 1 4.2% 3 3.0 26 11 0 0 3 3 21.4% 9 3.0 20
WT 122 4 0 4 8 6.2% 18 2.3 140 170 0 1 0 1 0.6% 2 2.0 172 WR 68 5 6 37 48 41.4% 131 2.7 199 150 1 6 19 26 14.8% 71 2.7 221 2,417 2,512
North Leg Volumes
Approach 734 7 13 79 99 274 1,008 758 8 11 44 63 166 924 Depart 542 14 19 87 120 321 863 783 8 16 49 73 192 975
Total 1,276 21 32 166 219 14.6% 595 2.7 1,871 1,541 16 27 93 136 8.1% 358 2.6 1,899 South Leg Volumes
Approach 522 9 14 48 71 187 709 625 7 9 30 46 119 744
Depart 678 5 12 57 74 203 881 575 6 8 30 44 115 690
Total 1,200 14 26 105 145 10.8% 390 2.7 1,590 1,200 13 17 60 90 7.0% 234 2.6 1,434 East Leg Volumes
Approach 213 9 6 42 57 152 365 331 1 7 22 30 82 413
Depart 227 12 2 26 40 101 328 419 5 4 17 26 67 486
Total 440 21 8 68 97 18.1% 253 2.6 693 750 6 11 39 56 6.9% 149 2.7 899 West Leg Volumes
Approach 285 11 3 9 23 50 335 406 4 3 4 11 25 431
Depart 307 5 3 8 16 38 345 343 1 2 4 7 18 361
Total 592 16 6 17 39 6.2% 88 2.3 680 749 5 5 8 18 2.3% 43 2.4 792 All Legs
Approach 1,754 36 36 178 250 663 2,417 2,120 20 30 100 150 392 2,512 Depart 1,754 36 36 178 250 663 2,417 2,120 20 30 100 150 392 2,512 Total 3,508 72 72 356 500 12.5% 1,326 2.7 4,834 4,240 40 60 200 300 6.6% 784 2.6 5,024 Existing Peak Hour Volumes - Classification Counts
4 Alder Ave at Base Line Rd
AM Peak Hour Volumes PM Peak Hour Volumes
Truck Volumes Total Truck Volumes Total
Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume NL 152 2 1 0 3 1.9% 5 1.7 157 43 0 0 0 0 0.0% 0 0.0 43
NT 286 3 5 0 8 2.7% 15 1.9 301 320 2 0 0 2 0.6% 3 1.5 323 NR 93 3 1 0 4 4.1% 7 1.8 100 44 0 0 0 0 0.0% 0 0.0 44
SL 42 0 0 7 7 14.3% 21 3.0 63 82 3 2 9 14 14.6% 36 2.6 118 ST 334 2 1 2 5 1.5% 11 2.2 345 352 2 1 2 5 1.4% 11 2.2 363 SR 128 2 2 1 5 3.8% 10 2.0 138 112 1 0 3 4 3.4% 11 2.8 123 EL 90 1 2 0 3 3.2% 6 2.0 96 70 4 0 1 5 6.7% 9 1.8 79
ET 332 10 1 8 19 5.4% 41 2.2 373 414 4 1 4 9 2.1% 20 2.2 434 ER 65 4 0 1 5 7.1% 9 1.8 74 61 1 0 0 1 1.6% 2 2.0 63
WL 38 0 0 1 1 2.6% 3 3.0 41 52 1 0 1 2 3.7% 5 2.5 57
WT 437 12 1 5 18 4.0% 35 1.9 472 317 6 1 6 13 3.9% 29 2.2 346 WR 90 2 4 9 15 14.3% 38 2.5 128 65 1 1 6 8 11.0% 22 2.8 87 2,288 2,080
North Leg Volumes
Approach 504 4 3 10 17 42 546 546 6 3 14 23 58 604
Depart 466 6 11 9 26 59 525 455 7 1 7 15 34 489
Total 970 10 14 19 43 4.2% 101 2.3 1,071 1,001 13 4 21 38 3.7% 92 2.4 1,093 South Leg Volumes
Approach 531 8 7 0 15 27 558 407 2 0 0 2 3 410
Depart 437 6 1 4 11 23 460 465 4 1 3 8 18 483
Total 968 14 8 4 26 2.6% 50 1.9 1,018 872 6 1 3 10 1.1% 21 2.1 893 East Leg Volumes
Approach 565 14 5 15 34 76 641 434 8 2 13 23 56 490
Depart 467 13 2 15 30 69 536 540 7 3 13 23 56 596
Total 1,032 27 7 30 64 5.8% 145 2.3 1,177 974 15 5 26 46 4.5% 112 2.4 1,086 West Leg Volumes
Approach 487 15 3 9 27 56 543 545 9 1 5 15 31 576
Depart 717 16 4 6 26 50 767 472 7 1 9 17 40 512
Total 1,204 31 7 15 53 4.2% 106 2.0 1,310 1,017 16 2 14 32 3.1% 71 2.2 1,088 All Legs
Approach 2,087 41 18 34 93 201 2,288 1,932 25 6 32 63 148 2,080 Depart 2,087 41 18 34 93 201 2,288 1,932 25 6 32 63 148 2,080 Total 4,174 82 36 68 186 4.3% 402 2.2 4,576 3,864 50 12 64 126 3.2% 296 2.3 4,160 Existing Peak Hour Volumes - Classification Counts
5 Ayala Dr at Renaissance Pkwy
AM Peak Hour Volumes PM Peak Hour Volumes
Truck Volumes Total Truck Volumes Total
Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume NL 43 1 1 0 2 4.4% 4 2.0 47 106 0 0 0 0 0.0% 0 0.0 106
NT 688 5 1 6 12 1.7% 28 2.3 716 762 4 0 2 6 0.8% 12 2.0 774 NR 35 2 0 0 2 5.4% 3 1.5 38 75 0 0 0 0 0.0% 0 0.0 75
SL 194 1 1 0 2 1.0% 4 2.0 198 340 1 0 0 1 0.3% 2 2.0 342 ST 654 18 1 5 24 3.5% 44 1.8 698 791 7 0 1 8 1.0% 14 1.8 805 SR 325 2 2 3 7 2.1% 16 2.3 341 546 3 4 0 7 1.3% 13 1.9 559 EL 218 8 1 1 10 4.4% 17 1.7 235 371 2 1 1 4 1.1% 8 2.0 379 ET 103 2 0 0 2 1.9% 3 1.5 106 373 3 0 0 3 0.8% 5 1.7 378 ER 77 2 0 0 2 2.5% 3 1.5 80 107 0 3 0 3 2.7% 6 2.0 113
WL 24 3 0 0 3 11.1% 5 1.7 29 58 2 0 0 2 3.3% 3 1.5 61
WT 118 1 1 0 2 1.7% 4 2.0 122 181 2 0 0 2 1.1% 3 1.5 184 WR 343 3 1 0 4 1.2% 7 1.8 350 355 1 0 0 1 0.3% 2 2.0 357 2,960 4,133
North Leg Volumes
Approach 1,173 21 4 8 33 64 1,237 1,677 11 4 1 16 29 1,706 Depart 1,249 16 3 7 26 52 1,301 1,488 7 1 3 11 22 1,510 Total 2,422 37 7 15 59 2.4% 116 2.0 2,538 3,165 18 5 4 27 0.8% 51 1.9 3,216 South Leg Volumes
Approach 766 8 2 6 16 35 801 943 4 0 2 6 12 955
Depart 755 23 1 5 29 52 807 956 9 3 1 13 23 979
Total 1,521 31 3 11 45 2.9% 87 1.9 1,608 1,899 13 3 3 19 1.0% 35 1.8 1,934 East Leg Volumes
Approach 485 7 2 0 9 16 501 594 5 0 0 5 8 602
Depart 332 5 1 0 6 10 342 788 4 0 0 4 7 795
Total 817 12 3 0 15 1.8% 26 1.7 843 1,382 9 0 0 9 0.6% 15 1.7 1,397 West Leg Volumes
Approach 398 12 1 1 14 23 421 851 5 4 1 10 19 870
Depart 486 4 4 3 11 24 510 833 5 4 0 9 16 849
Total 884 16 5 4 25 2.8% 47 1.9 931 1,684 10 8 1 19 1.1% 35 1.8 1,719 All Legs
Approach 2,822 48 9 15 72 138 2,960 4,065 25 8 4 37 68 4,133 Depart 2,822 48 9 15 72 138 2,960 4,065 25 8 4 37 68 4,133 Total 5,644 96 18 30 144 2.5% 276 1.9 5,920 8,130 50 16 8 74 0.9% 136 1.8 8,266 Existing Peak Hour Volumes - Classification Counts
6 Ayala Dr at Fitzgerald Ave
AM Peak Hour Volumes PM Peak Hour Volumes
Truck Volumes Total Truck Volumes Total
Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume NL 14 0 0 0 0 0.0% 0 0.0 14 8 0 0 0 0 0.0% 0 0.0 8
NT 696 8 0 3 11 1.6% 21 1.9 717 802 5 0 0 5 0.6% 8 1.6 810 NR 3 0 0 0 0 0.0% 0 0.0 3 8 0 0 0 0 0.0% 0 0.0 8
SL 119 0 0 1 1 0.8% 3 3.0 122 206 2 0 0 2 1.0% 3 1.5 209 ST 606 13 0 5 18 2.9% 35 1.9 641 828 9 3 1 13 1.5% 23 1.8 851 SR 6 1 0 0 1 14.3% 2 2.0 8 1 0 0 0 0 0.0% 0 0.0 1
EL 1 0 0 0 0 0.0% 0 0.0 1 0 0 0 0 0 0.0% 0 0.0 0
ET 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
ER 4 0 0 0 0 0.0% 0 0.0 4 5 0 0 0 0 0.0% 0 0.0 5
WL 3 0 0 0 0 0.0% 0 0.0 3 1 0 0 0 0 0.0% 0 0.0 1
WT 1 0 0 0 0 0.0% 0 0.0 1 1 1 0 0 1 50.0% 2 2.0 3
WR 133 2 0 0 2 1.5% 3 1.5 136 151 0 0 0 0 0.0% 0 0.0 151 1,650 2,047
North Leg Volumes
Approach 731 14 0 6 20 40 771 1,035 11 3 1 15 26 1,061
Depart 830 10 0 3 13 24 854 953 5 0 0 5 8 961
Total 1,561 24 0 9 33 2.1% 64 1.9 1,625 1,988 16 3 1 20 1.0% 34 1.7 2,022 South Leg Volumes
Approach 713 8 0 3 11 21 734 818 5 0 0 5 8 826
Depart 613 13 0 5 18 35 648 834 9 3 1 13 23 857
Total 1,326 21 0 8 29 2.1% 56 1.9 1,382 1,652 14 3 1 18 1.1% 31 1.7 1,683 East Leg Volumes
Approach 137 2 0 0 2 3 140 153 1 0 0 1 2 155
Depart 122 0 0 1 1 3 125 214 2 0 0 2 3 217
Total 259 2 0 1 3 1.1% 6 2.0 265 367 3 0 0 3 0.8% 5 1.7 372 West Leg Volumes
Approach 5 0 0 0 0 0 5 5 0 0 0 0 0 5
Depart 21 1 0 0 1 2 23 10 1 0 0 1 2 12
Total 26 1 0 0 1 3.7% 2 2.0 28 15 1 0 0 1 6.3% 2 2.0 17 All Legs
Approach 1,586 24 0 9 33 64 1,650 2,011 17 3 1 21 36 2,047 Depart 1,586 24 0 9 33 64 1,650 2,011 17 3 1 21 36 2,047 Total 3,172 48 0 18 66 2.0% 128 1.9 3,300 4,022 34 6 2 42 1.0% 72 1.7 4,094 Existing Peak Hour Volumes - Classification Counts
7 Ayala Dr at Miro Way - FUTURE INT
AM Peak Hour Volumes PM Peak Hour Volumes
Truck Volumes Total Truck Volumes Total
Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume NL 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
NT 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
NR 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
SL 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
ST 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
SR 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
EL 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
ET 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
ER 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
WL 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
WT 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
WR 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
0 0
North Leg Volumes
Approach 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Depart 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
South Leg Volumes
Approach 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Depart 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
East Leg Volumes
Approach 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Depart 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
West Leg Volumes
Approach 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Depart 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
All Legs
Approach 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Depart 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
Existing Peak Hour Volumes - Classification Counts
8 Ayala Dr at Base Line Rd
AM Peak Hour Volumes PM Peak Hour Volumes
Truck Volumes Total Truck Volumes Total
Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume NL 127 6 2 19 27 17.5% 70 2.6 197 97 1 2 13 16 14.2% 45 2.8 142 NT 569 6 0 2 8 1.4% 15 1.9 584 638 6 0 0 6 0.9% 9 1.5 647 NR 56 6 0 1 7 11.1% 12 1.7 68 94 1 0 0 1 1.1% 2 2.0 96
SL 50 2 0 0 2 3.8% 3 1.5 53 137 1 0 0 1 0.7% 2 2.0 139
ST 517 9 0 5 14 2.6% 29 2.1 546 655 9 3 1 13 1.9% 23 1.8 678 SR 54 1 0 0 1 1.8% 2 2.0 56 63 0 0 0 0 0.0% 0 0.0 63
EL 115 0 0 0 0 0.0% 0 0.0 115 135 0 0 0 0 0.0% 0 0.0 135 ET 228 9 2 6 17 6.9% 36 2.1 264 435 3 2 1 6 1.4% 12 2.0 447 ER 91 3 2 18 23 20.2% 63 2.7 154 153 3 9 10 22 12.6% 53 2.4 206 WL 51 4 0 1 5 8.9% 9 1.8 60 87 1 0 0 1 1.1% 2 2.0 89
WT 310 5 2 0 7 2.2% 12 1.7 322 330 4 1 4 9 2.7% 20 2.2 350 WR 33 2 0 1 3 8.3% 6 2.0 39 49 0 0 0 0 0.0% 0 0.0 49
2,458 3,041
North Leg Volumes
Approach 621 12 0 5 17 34 655 855 10 3 1 14 25 880
Depart 717 8 0 3 11 21 738 822 6 0 0 6 9 831
Total 1,338 20 0 8 28 2.0% 55 2.0 1,393 1,677 16 3 1 20 1.2% 34 1.7 1,711 South Leg Volumes
Approach 752 18 2 22 42 97 849 829 8 2 13 23 56 885
Depart 659 16 2 24 42 101 760 895 13 12 11 36 78 973
Total 1,411 34 4 46 84 5.6% 198 2.4 1,609 1,724 21 14 24 59 3.3% 134 2.3 1,858 East Leg Volumes
Approach 394 11 2 2 15 27 421 466 5 1 4 10 22 488
Depart 334 17 2 7 26 51 385 666 5 2 1 8 16 682
Total 728 28 4 9 41 5.3% 78 1.9 806 1,132 10 3 5 18 1.6% 38 2.1 1,170 West Leg Volumes
Approach 434 12 4 24 40 99 533 723 6 11 11 28 65 788
Depart 491 12 4 19 35 84 575 490 5 3 17 25 65 555
Total 925 24 8 43 75 7.5% 183 2.4 1,108 1,213 11 14 28 53 4.2% 130 2.5 1,343 All Legs
Approach 2,201 53 8 53 114 257 2,458 2,873 29 17 29 75 168 3,041 Depart 2,201 53 8 53 114 257 2,458 2,873 29 17 29 75 168 3,041 Total 4,402 106 16 106 228 4.9% 514 2.3 4,916 5,746 58 34 58 150 2.5% 336 2.2 6,082 Existing Peak Hour Volumes - Classification Counts
9 Linden Ave at Miro Way
AM Peak Hour Volumes PM Peak Hour Volumes
Truck Volumes Total Truck Volumes Total
Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume NL 8 0 0 0 0 0.0% 0 0.0 8 22 1 0 0 1 4.3% 2 2.0 24
NT 268 10 1 0 11 3.9% 17 1.5 285 389 1 1 3 5 1.3% 13 2.6 402 NR 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
SL 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
ST 220 7 1 0 8 3.5% 13 1.6 233 366 1 3 1 5 1.3% 11 2.2 377 SR 42 1 1 2 4 8.7% 10 2.5 52 66 1 0 1 2 2.9% 5 2.5 71
EL 40 0 0 0 0 0.0% 0 0.0 40 68 1 0 0 1 1.4% 2 2.0 70
ET 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
ER 14 2 0 1 3 17.6% 6 2.0 20 30 0 1 1 2 6.3% 5 2.5 35
WL 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
WT 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
WR 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
638 979
North Leg Volumes
Approach 262 8 2 2 12 23 285 432 2 3 2 7 16 448
Depart 308 10 1 0 11 17 325 457 2 1 3 6 15 472
Total 570 18 3 2 23 3.9% 40 1.7 610 889 4 4 5 13 1.4% 31 2.4 920 South Leg Volumes
Approach 276 10 1 0 11 17 293 411 2 1 3 6 15 426
Depart 234 9 1 1 11 19 253 396 1 4 2 7 16 412
Total 510 19 2 1 22 4.1% 36 1.6 546 807 3 5 5 13 1.6% 31 2.4 838 East Leg Volumes
Approach 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Depart 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0.0% 0 0.0 0 0 0 0 0 0 0.0% 0 0.0 0
West Leg Volumes
Approach 54 2 0 1 3 6 60 98 1 1 1 3 7 105
Depart 50 1 1 2 4 10 60 88 2 0 1 3 7 95
Total 104 3 1 3 7 6.3% 16 2.3 120 186 3 1 2 6 3.1% 14 2.3 200 All Legs
Approach 592 20 3 3 26 46 638 941 5 5 6 16 38 979
Depart 592 20 3 3 26 46 638 941 5 5 6 16 38 979
Total 1,184 40 6 6 52 4.2% 92 1.8 1,276 1,882 10 10 12 32 1.7% 76 2.4 1,958 Existing Peak Hour Volumes - Classification Counts
10 Linden Ave at Base Line Rd
AM Peak Hour Volumes PM Peak Hour Volumes
Truck Volumes Total Truck Volumes Total
Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Passenger 2-Axle 3-Axle 4-Axle Total Truck Average PCE Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume Vehicles 1.5 2.0 3.0 Trucks %-age PCE PCE Volume NL 38 2 0 0 2 5.0% 3 1.5 41 18 0 0 0 0 0.0% 0 0.0 18
NT 125 6 0 0 6 4.6% 9 1.5 134 165 2 0 0 2 1.2% 3 1.5 168 NR 59 0 1 0 1 1.7% 2 2.0 61 45 0 0 0 0 0.0% 0 0.0 45
SL 68 2 0 1 3 4.2% 6 2.0 74 139 0 4 2 6 4.1% 14 2.3 153 ST 88 3 0 0 3 3.3% 5 1.7 93 168 1 0 0 1 0.6% 2 2.0 170
SR 44 2 0 0 2 4.3% 3 1.5 47 95 0 0 0 0 0.0% 0 0.0 95
EL 26 0 0 0 0 0.0% 0 0.0 26 80 0 0 1 1 1.2% 3 3.0 83
ET 315 11 2 22 35 10.0% 87 2.5 402 420 4 5 13 22 5.0% 55 2.5 475 ER 31 0 0 0 0 0.0% 0 0.0 31 25 0 1 0 1 3.8% 2 2.0 27
WL 20 0 0 0 0 0.0% 0 0.0 20 39 0 0 0 0 0.0% 0 0.0 39
WT 352 8 3 22 33 8.6% 84 2.5 436 332 2 1 10 13 3.8% 35 2.7 367 WR 113 7 1 0 8 6.6% 13 1.6 126 163 0 0 2 2 1.2% 6 3.0 169 1,491 1,809
North Leg Volumes
Approach 200 7 0 1 8 14 214 402 1 4 2 7 16 418
Depart 264 13 1 0 14 22 286 408 2 0 3 5 12 420
Total 464 20 1 1 22 4.5% 36 1.6 500 810 3 4 5 12 1.5% 28 2.3 838 South Leg Volumes
Approach 222 8 1 0 9 14 236 228 2 0 0 2 3 231
Depart 139 3 0 0 3 5 144 232 1 1 0 2 4 236
Total 361 11 1 0 12 3.2% 19 1.6 380 460 3 1 0 4 0.9% 7 1.8 467 East Leg Volumes
Approach 485 15 4 22 41 97 582 534 2 1 12 15 41 575
Depart 442 13 3 23 39 95 537 604 4 9 15 28 69 673
Total 927 28 7 45 80 7.9% 192 2.4 1,119 1,138 6 10 27 43 3.6% 110 2.6 1,248 West Leg Volumes
Approach 372 11 2 22 35 87 459 525 4 6 14 24 60 585
Depart 434 12 3 22 37 90 524 445 2 1 10 13 35 480
Total 806 23 5 44 72 8.2% 177 2.5 983 970 6 7 24 37 3.7% 95 2.6 1,065 All Legs
Approach 1,279 41 7 45 93 212 1,491 1,689 9 11 28 48 120 1,809 Depart 1,279 41 7 45 93 212 1,491 1,689 9 11 28 48 120 1,809 Total 2,558 82 14 90 186 6.8% 424 2.3 2,982 3,378 18 22 56 96 2.8% 240 2.5 3,618 Int NL NT NR SL ST SR EL ET ER WL WT WR 1 396 343 0 0 17 12 0 0 0 431 5 157 Alder Ave at SR-210 WB Ramps 2 0 486 333 6 421 0 298 3 616 0 0 0 Alder Ave at SR-210 EB Ramps 3 127 567 15 155 775 78 97 158 80 26 140 199 Alder Ave at Renaissance Pkwy 4 157 301 100 63 345 138 96 373 74 41 472 128 Alder Ave at Base Line Rd 5 47 716 38 198 698 341 235 106 80 29 122 350 Ayala Dr at Renaissance Pkwy 6 14 717 3 122 641 8 1 0 4 3 1 136 Ayala Dr at Fitzgerald Ave 7 0 0 0 0 0 0 0 0 0 0 0 0 Ayala Dr at Miro Way - FUTURE INT 8 197 584 68 53 546 56 115 264 154 60 322 39 Ayala Dr at Base Line Rd 9 8 285 0 0 233 52 40 0 20 0 0 0 Linden Ave at Miro Way 10 41 134 61 74 93 47 26 402 31 20 436 126 Linden Ave at Base Line Rd Int NL NT NR SL ST SR EL ET ER WL WT WR 1 475 298 0 0 292 376 0 0 0 295 4 123 Alder Ave at SR-210 WB Ramps 2 0 565 420 155 430 0 203 4 502 0 0 0 Alder Ave at SR-210 EB Ramps 3 51 659 34 183 603 138 95 269 67 20 172 221 Alder Ave at Renaissance Pkwy 4 43 323 44 118 363 123 79 434 63 57 346 87 Alder Ave at Base Line Rd 5 106 774 75 342 805 559 379 378 113 61 184 357 Ayala Dr at Renaissance Pkwy 6 8 810 8 209 851 1 0 0 5 1 3 151 Ayala Dr at Fitzgerald Ave 7 0 0 0 0 0 0 0 0 0 0 0 0 Ayala Dr at Miro Way - FUTURE INT 8 142 647 96 139 678 63 135 447 206 89 350 49 Ayala Dr at Base Line Rd 9 24 402 0 0 377 71 70 0 35 0 0 0 Linden Ave at Miro Way 10 18 168 45 153 170 95 83 475 27 39 367 169 Linden Ave at Base Line Rd

APPENDIX D

INTERSECTION ANALYSIS

WORKSHEETS
APPENDIX D-1

INTERSECTION ANALYSIS
WORKSHEETS –

EXISTING CONDITIONS
Intersection Analysis Summary
Report File: \...\1. EX AM.pdf 5/16/2024
Vistro File: \...\Miro Way_AM.vistro Scenario 1 EX AM
Miro Way and Ayala Drive Warehouse
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

WB Left 0.284 28.8 C
HCM 7th
Edition 10 Linden Ave at Base Line Rd Signalized
NB Left 0.119 6.3 A
HCM 7th
Edition 9 Linden Ave at Miro Wy Signalized
EB Left 0.411 28.4 C
HCM 7th
Edition 8 Ayala Dr at Base Line Rd Signalized
WB Right 0.296 6.7 A
HCM 6th
Edition 6 Ayala Dr at Fitzgerald Ave Signalized
EB Left 0.352 21.5 C
HCM 7th
Edition Signalized Ayala Dr at RenaissancePkwy 5
WB Left 0.656 35.5 D
HCM 7th
Edition 4 Alder Ave at Base Line Rd Signalized
WB Left 0.525 27.1 C
HCM 7th
Edition Signalized Alder Ave at RenaissancePkwy 3
SB Left 0.703 24.7 C
HCM 7th
Edition Signalized Alder Ave at SR-210 EBRamps 2
NB Left 0.546 32.0 C
HCM 7th
Edition Signalized Alder Ave at SR-210 WBRamps 1
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.546
Level Of Service: C
Delay (sec / veh): 32.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Alder Ave at SR-210 WB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 0 0 0 0 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 464 402 0 0 20 14 0 0 0 505 6 184 Total 15-Minute Volume [veh/h] 116 101 0 0 5 4 0 0 0 126 1 46 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8530 0.8530 1.0000 1.0000 0.8530 0.8530 1.0000 1.0000 1.0000 0.8530 0.8530 0.8530 Total Hourly Volume [veh/h] 396 343 0 0 17 12 0 0 0 431 5 157 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 2.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 396 343 0 0 17 12 0 0 0 431 5 157 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 10 0 0 3 0 0 0 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 0 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 Split [s] 38 52 0 0 14 0 0 0 0 0 38 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 0 30 0 0 0 0 0 30 0
Minimum Green [s] 5 10 0 0 10 0 0 0 0 0 10 0
Lead / Lag Lead - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 0 2 0 0 0 0 0 4 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 416.34 73.56 12.40 12.53 447.78 143.17 95th-Percentile Queue Length [veh/ln] 16.65 2.94 0.50 0.50 17.91 5.73 50th-Percentile Queue Length [ft/ln] 279.30 40.87 6.89 6.96 304.65 79.54 50th-Percentile Queue Length [veh/ln] 11.17 1.63 0.28 0.28 12.19 3.18 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS D A C C D C
d, Delay for Lane Group [s/veh] 43.69 8.07 23.65 23.72 43.39 25.04 X, volume / capacity 0.91 0.18 0.03 0.04 0.91 0.38
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 12.38 0.18 0.11 0.15 13.32 0.49 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.22 0.50 0.50 0.50 0.26 0.11
d1, Uniform Delay [s] 31.31 7.89 23.54 23.57 30.07 24.56 c, Capacity [veh/h] 508 2190 532 465 553 496
s, saturation flow rate [veh/h] 1810 3618 1900 1659 1810 1623 (v / s)_i Volume / Saturation Flow Rate 0.26 0.11 0.01 0.01 0.28 0.12 g / C, Green / Cycle 0.28 0.61 0.28 0.28 0.31 0.31
g_i, Effective Green Time [s] 25 54 25 25 28 28
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90
Lane Group L C C C L C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 43.69 8.07 0.00 0.00 23.66 23.72 0.00 0.00 0.00 43.39 25.04 25.04 Movement LOS D A C C D C C
d_A, Approach Delay [s/veh] 27.16 23.68 0.00 38.38
Approach LOS C C A D
d_I, Intersection Delay [s/veh] 31.97
Intersection LOS C
Intersection V/C 0.546
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 1.897 2.055 Crosswalk LOS F F A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1067 222 0 756 d_b, Bicycle Delay [s] 9.80 35.56 45.00 17.42
I_b,int, Bicycle LOS Score for Intersection 2.274 1.588 4.132 2.706 Bicycle LOS B A D B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.703
Level Of Service: C
Delay (sec / veh): 24.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: Alder Ave at SR-210 EB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 0 541 371 7 469 0 332 3 686 0 0 0 Total 15-Minute Volume [veh/h] 0 135 93 2 117 0 83 1 171 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.8980 0.8980 0.8980 0.8980 1.0000 0.8980 0.8980 0.8980 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 486 333 6 421 0 298 3 616 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 486 333 6 421 0 298 3 616 0 0 0 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 3 0 0 10 0 0 10 0 0 0 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 0 0
Vehicle Extension [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Split [s] 0 14 0 9 23 0 0 67 0 0 0 0
All red [s] 0.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Maximum Green [s] 0 30 0 30 30 0 0 30 0 0 0 0
Minimum Green [s] 0 10 0 5 10 0 0 10 0 0 0 0
Lead / Lag - - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 5 2 0 0 8 0 0 0 0
Control Type Permiss Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 316.86 338.26 9.69 135.30 198.00 518.83 95th-Percentile Queue Length [veh/ln] 12.67 13.53 0.39 5.41 7.92 20.75 50th-Percentile Queue Length [ft/ln] 200.69 217.36 5.38 75.17 111.44 362.67 50th-Percentile Queue Length [veh/ln] 8.03 8.69 0.22 3.01 4.46 14.51 Critical Lane Group No Yes Yes No No Yes
Lane Group LOS C C E B B C
d, Delay for Lane Group [s/veh] 24.98 28.25 56.06 15.90 16.54 31.68 X, volume / capacity 0.60 0.69 0.37 0.29 0.40 0.93
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.54 5.79 11.82 0.44 0.32 8.70 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.11 0.50 0.11 0.18
d1, Uniform Delay [s] 21.44 22.46 44.24 15.46 16.22 22.98 c, Capacity [veh/h] 757 662 19 1639 829 740
s, saturation flow rate [veh/h] 1900 1661 1810 3618 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.24 0.27 0.00 0.13 0.19 0.42 g / C, Green / Cycle 0.40 0.40 0.01 0.45 0.46 0.46
g_i, Effective Green Time [s] 36 36 1 41 41 41
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90
Lane Group C C L C C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 25.49 28.25 56.06 15.90 0.00 16.54 16.54 31.68 0.00 0.00 0.00 Movement LOS C C E B B B C
d_A, Approach Delay [s/veh] 26.61 16.49 26.71 0.00
Approach LOS C B C A
d_I, Intersection Delay [s/veh] 24.65
Intersection LOS C
Intersection V/C 0.703
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 2.214 1.796 Crosswalk LOS F F B A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 222 422 1400 0 d_b, Bicycle Delay [s] 35.56 28.01 4.05 45.00
I_b,int, Bicycle LOS Score for Intersection 2.312 1.952 3.244 4.132 Bicycle LOS B A C D
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.525
Level Of Service: C
Delay (sec / veh): 27.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Alder Ave at Renaissance Pkwy
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 140 627 17 171 857 86 107 175 88 29 155 220 Total 15-Minute Volume [veh/h] 35 157 4 43 214 22 27 44 22 7 39 55 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 Total Hourly Volume [veh/h] 127 567 15 155 775 78 97 158 80 26 140 199 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 127 567 15 155 775 78 97 158 80 26 140 199 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 17 0 0 17 0 0 17 0 0 17 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 15 35 0 17 37 0 12 26 0 12 26 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 152.84 193.23 191.99 184.37 279.12 272.72 119.77 114.33 107.01 33.54 141.97 220.12 95th-Percentile Queue Length [veh/ln] 6.11 7.73 7.68 7.37 11.16 10.91 4.79 4.57 4.28 1.34 5.68 8.80 50th-Percentile Queue Length [ft/ln] 84.91 108.01 107.12 102.43 171.68 166.81 66.54 63.51 59.45 18.63 78.87 127.52 50th-Percentile Queue Length [veh/ln] 3.40 4.32 4.28 4.10 6.87 6.67 2.66 2.54 2.38 0.75 3.15 5.10 Critical Lane Group Yes No No No No Yes Yes No No No No Yes Lane Group LOS D B B D B B D C C D D D
d, Delay for Lane Group [s/veh] 48.20 16.42 16.43 46.94 17.85 17.92 50.41 30.94 31.15 50.50 35.57 43.36 X, volume / capacity 0.80 0.36 0.36 0.82 0.52 0.52 0.79 0.35 0.36 0.52 0.50 0.84 Lane Group Results
PF, progression 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 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 8.36 1.14 1.16 7.99 2.06 2.13 9.51 0.52 0.62 7.51 1.25 6.87 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 39.84 15.28 15.28 38.96 15.79 15.80 40.90 30.42 30.53 42.98 34.32 36.49 c, Capacity [veh/h] 174 892 883 207 927 897 136 395 352 55 310 263 s, saturation flow rate [veh/h] 1810 1900 1882 1810 1900 1840 1810 1900 1693 1810 1900 1615 (v / s)_i Volume / Saturation Flow Rate 0.08 0.17 0.17 0.09 0.25 0.25 0.06 0.07 0.07 0.02 0.08 0.14 g / C, Green / Cycle 0.10 0.47 0.47 0.11 0.49 0.49 0.08 0.21 0.21 0.03 0.16 0.16 g_i, Effective Green Time [s] 9 42 42 10 44 44 7 19 19 3 15 15 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90 90 Lane Group L C C L C C L C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 48.20 16.43 16.43 46.94 17.88 17.92 50.41 30.99 31.15 50.50 35.57 43.36 Movement LOS D B B D B B D C C D D D
d_A, Approach Delay [s/veh] 22.10 22.35 36.64 40.89
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 27.06
Intersection LOS C
Intersection V/C 0.525
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.644 2.705 2.448 2.451 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 689 733 489 489 d_b, Bicycle Delay [s] 19.34 18.05 25.69 25.69
I_b,int, Bicycle LOS Score for Intersection 2.206 2.479 1.865 1.893 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.656
Level Of Service: D
Delay (sec / veh): 35.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 4: Alder Ave at Base Line Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 1 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 181 346 115 72 397 159 110 429 85 47 543 147 Total 15-Minute Volume [veh/h] 45 87 29 18 99 40 28 107 21 12 136 37 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 Total Hourly Volume [veh/h] 157 301 100 63 345 138 96 373 74 41 472 128 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 157 301 100 63 345 138 96 373 74 41 472 128 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No No No
Maximum Recall No No No No No No No No No No
Minimum Recall No No No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 17 0 0 10 10 0 10 0 0 17 17
Walk [s] 0 5 0 0 5 5 0 5 0 0 5 5
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 Split [s] 19 29 0 15 25 25 11 37 0 9 35 35
All red [s] 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 Maximum Green [s] 30 30 0 30 30 30 30 30 0 30 30 30
Minimum Green [s] 5 10 0 5 10 10 5 10 0 5 10 10
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 2,3 4,5
Signal Group 1 6 0 5 2 2 3 8 0 7 4 4
Control Type Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Overlap Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 192.80 350.07 75.16 318.95 95.22 122.24 396.49 55.04 493.80 85.52 95th-Percentile Queue Length [veh/ln] 7.71 14.00 3.01 12.76 3.81 4.89 15.86 2.20 19.75 3.42 50th-Percentile Queue Length [ft/ln] 107.70 226.63 41.75 202.32 52.90 67.91 263.41 30.58 342.13 47.51 50th-Percentile Queue Length [veh/ln] 4.31 9.07 1.67 8.09 2.12 2.72 10.54 1.22 13.69 1.90 Critical Lane Group Yes No No Yes No Yes No No Yes No
Lane Group LOS D C D C B D C D D B
d, Delay for Lane Group [s/veh] 46.29 30.00 44.61 32.43 16.56 49.80 32.02 53.02 46.91 16.67 X, volume / capacity 0.83 0.69 0.57 0.66 0.23 0.78 0.80 0.67 0.93 0.22 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 7.67 5.81 4.04 5.72 0.74 9.05 5.45 10.35 16.78 0.16 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.11 0.50 0.50 0.11 0.26 0.11 0.33 0.11 d1, Uniform Delay [s] 38.62 24.20 40.57 26.70 15.82 40.75 26.57 42.67 30.13 16.51 c, Capacity [veh/h] 219 667 126 598 706 141 641 70 586 682 s, saturation flow rate [veh/h] 1810 1820 1810 1900 1615 1810 1846 1810 1900 1615 (v / s)_i Volume / Saturation Flow Rate 0.10 0.25 0.04 0.21 0.10 0.06 0.28 0.03 0.29 0.09 g / C, Green / Cycle 0.12 0.37 0.07 0.32 0.44 0.08 0.35 0.04 0.31 0.42 g_i, Effective Green Time [s] 11 33 6 28 39 7 31 3 28 38 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 2.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C R L C L C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.29 30.00 30.00 44.61 32.43 16.56 49.80 32.02 32.02 53.02 46.91 16.67 Movement LOS D C C D C B D C C D D B
d_A, Approach Delay [s/veh] 34.59 29.80 35.15 41.27
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 35.45
Intersection LOS D
Intersection V/C 0.656
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.322 2.541 2.431 2.565 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 467 733 689 d_b, Bicycle Delay [s] 23.47 26.45 18.05 19.34
I_b,int, Bicycle LOS Score for Intersection 2.619 2.596 2.589 2.776 Bicycle LOS B B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.352
Level Of Service: C
Delay (sec / veh): 21.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 5: Ayala Dr at Renaissance Pkwy
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 50 755 40 209 736 360 248 112 84 31 129 369 Total 15-Minute Volume [veh/h] 12 189 10 52 184 90 62 28 21 8 32 92 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 Total Hourly Volume [veh/h] 47 716 38 198 698 341 235 106 80 29 122 350 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 47 716 38 198 698 341 235 106 80 29 122 350 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No No No No No
Maximum Recall No No No No No No No No No No No No
Minimum Recall No No No No No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 20 20 0 20 20 0 20 20 0 20 20 Walk [s] 0 5 5 0 5 5 0 5 5 0 5 5
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Split [s] 9 29 29 19 39 39 12 33 33 9 30 30
All red [s] 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Maximum Green [s] 30 30 30 30 30 30 30 30 30 30 30 30
Minimum Green [s] 5 10 10 5 10 10 5 10 10 5 10 10
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 6,7 2,3 1,8 4,5
Signal Group 1 6 6 5 2 2 3 8 8 7 4 4
Control Type Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 25.09 224.29 17.07 92.25 165.88 100.98 128.36 46.99 63.54 16.04 59.33 296.11 95th-Percentile Queue Length [veh/ln] 1.00 8.97 0.68 3.69 6.64 4.04 5.13 1.88 2.54 0.64 2.37 11.84 50th-Percentile Queue Length [ft/ln] 13.94 130.58 9.48 51.25 92.16 56.10 71.31 26.10 35.30 8.91 32.96 184.68 50th-Percentile Queue Length [veh/ln] 0.56 5.22 0.38 2.05 3.69 2.24 2.85 1.04 1.41 0.36 1.32 7.39 Critical Lane Group No Yes No No No No Yes No No No No Yes Lane Group LOS D B A C B A D C C D D C
d, Delay for Lane Group [s/veh] 42.80 17.28 9.97 34.26 10.57 5.57 44.76 32.11 26.26 44.24 37.29 31.37 X, volume / capacity 0.32 0.45 0.05 0.37 0.35 0.31 0.79 0.18 0.20 0.29 0.32 0.73 Lane Group Results
PF, progression 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 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.15 0.88 0.10 0.42 0.47 0.72 4.57 0.14 0.23 1.53 0.45 3.99 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.22 d1, Uniform Delay [s] 41.65 16.40 9.87 33.85 10.10 4.86 40.19 31.97 26.03 42.72 36.84 27.38 c, Capacity [veh/h] 157 1675 868 558 2088 1147 312 616 419 105 403 508 s, saturation flow rate [veh/h] 3514 3618 1615 3514 3618 1615 3514 3618 1615 3514 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.01 0.21 0.02 0.06 0.20 0.22 0.07 0.03 0.05 0.01 0.04 0.23 g / C, Green / Cycle 0.04 0.46 0.54 0.16 0.58 0.71 0.09 0.17 0.26 0.03 0.11 0.31 g_i, Effective Green Time [s] 4 42 48 14 52 64 8 15 23 3 10 28 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90 90 Lane Group L C R L C R L C R L C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.80 17.28 9.97 34.26 10.57 5.57 44.76 32.11 26.26 44.24 37.29 31.37 Movement LOS D B A C B A D C C D D C
d_A, Approach Delay [s/veh] 18.44 12.99 38.07 33.57
Approach LOS B B D C
d_I, Intersection Delay [s/veh] 21.52
Intersection LOS C
Intersection V/C 0.352
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.832 2.968 2.732 2.719 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 778 644 578 d_b, Bicycle Delay [s] 23.47 16.81 20.67 22.76
I_b,int, Bicycle LOS Score for Intersection 2.257 2.636 1.926 1.996 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.296
Level Of Service: A
Delay (sec / veh): 6.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 6: Ayala Dr at Fitzgerald Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 1 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 15 773 3 131 691 9 1 0 4 3 1 147 Total 15-Minute Volume [veh/h] 4 193 1 33 173 2 0 0 1 1 0 37 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9280 0.9280 0.9280 0.9280 0.9280 0.9280 0.9280 0.9280 0.9280 0.9280 0.9280 0.9280 Total Hourly Volume [veh/h] 14 717 3 122 641 8 1 0 4 3 1 136 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 14 717 3 122 641 8 1 0 4 3 1 136 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 10 0 0 7 0 0 17 0 0 21 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 58 0 0 58 0 0 32 0 0 32 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 18 0 0 18 0 0 34 0 0 34 0
Minimum Green [s] 0 10 0 0 10 0 0 10 0 0 10 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 3.45 55.51 55.45 38.14 48.89 48.70 1.03 3.59 2.73 159.16 95th-Percentile Queue Length [veh/ln] 0.14 2.22 2.22 1.53 1.96 1.95 0.04 0.14 0.11 6.37 50th-Percentile Queue Length [ft/ln] 1.91 30.84 30.81 21.19 27.16 27.06 0.57 1.99 1.52 88.42 50th-Percentile Queue Length [veh/ln] 0.08 1.23 1.23 0.85 1.09 1.08 0.02 0.08 0.06 3.54 Critical Lane Group No No Yes No No No No No No Yes
Lane Group LOS A A A A A A D D D D
d, Delay for Lane Group [s/veh] 3.78 2.75 2.75 5.58 2.64 2.64 43.86 35.41 36.78 46.54 X, volume / capacity 0.02 0.26 0.26 0.23 0.23 0.23 0.01 0.02 0.01 0.80 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.07 0.41 0.41 0.90 0.36 0.36 0.04 0.05 0.02 7.70 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 3.71 2.34 2.34 4.68 2.28 2.28 43.81 35.37 36.76 38.84 c, Capacity [veh/h] 622 1513 1511 581 1513 1507 97 185 219 185 s, saturation flow rate [veh/h] 758 1900 1897 706 1900 1891 1259 1615 1435 1617 (v / s)_i Volume / Saturation Flow Rate 0.02 0.20 0.20 0.19 0.18 0.18 0.00 0.00 0.00 0.09 g / C, Green / Cycle 0.80 0.80 0.80 0.80 0.80 0.80 0.11 0.11 0.11 0.11 g_i, Effective Green Time [s] 72 72 72 72 72 72 10 10 10 10 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 0.00 0.00 2.00 0.00 2.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C C L C C L C L C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 3.78 2.75 2.75 5.58 2.64 2.64 43.86 35.41 35.41 36.78 46.54 46.54 Movement LOS A A A A A A D D D D D D
d_A, Approach Delay [s/veh] 2.77 3.11 37.10 46.34
Approach LOS A A D D
d_I, Intersection Delay [s/veh] 6.72
Intersection LOS A
Intersection V/C 0.296
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.596 2.740 1.973 2.221 Crosswalk LOS B B A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1200 1200 622 622 d_b, Bicycle Delay [s] 7.20 7.20 21.36 21.36
I_b,int, Bicycle LOS Score for Intersection 2.212 2.245 1.568 1.809 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.411
Level Of Service: C
Delay (sec / veh): 28.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 8: Ayala Dr at Base Line Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 214 635 74 58 594 61 125 287 168 65 350 42 Total 15-Minute Volume [veh/h] 54 159 18 14 149 15 31 72 42 16 88 11 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 Total Hourly Volume [veh/h] 197 584 68 53 546 56 115 264 154 60 322 39 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 197 584 68 53 546 56 115 264 154 60 322 39 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 23 0 0 23 0 0 26 0 0 28 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 10 33 0 9 32 0 11 39 0 9 37 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 124.04 170.52 164.78 29.45 165.54 160.99 150.95 225.45 209.33 78.12 199.72 196.52 95th-Percentile Queue Length [veh/ln] 4.96 6.82 6.59 1.18 6.62 6.44 6.04 9.02 8.37 3.12 7.99 7.86 50th-Percentile Queue Length [ft/ln] 68.91 94.73 91.54 16.36 91.96 89.44 83.86 131.44 119.64 43.40 112.67 110.37 50th-Percentile Queue Length [veh/ln] 2.76 3.79 3.66 0.65 3.68 3.58 3.35 5.26 4.79 1.74 4.51 4.41 Critical Lane Group Yes No No No No Yes Yes No No No No Yes Lane Group LOS D B B D B B E D D E D D
d, Delay for Lane Group [s/veh] 54.85 11.30 11.34 43.55 12.27 12.30 57.63 39.43 40.37 56.26 42.40 42.84 X, volume / capacity 0.91 0.34 0.34 0.39 0.32 0.32 0.89 0.76 0.77 0.77 0.77 0.78 Lane Group Results
PF, progression 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 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 13.11 0.84 0.87 1.62 0.83 0.86 16.52 3.69 4.52 13.83 4.85 5.25 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 41.74 10.46 10.46 41.93 11.43 11.44 41.11 35.75 35.85 42.44 37.55 37.59 c, Capacity [veh/h] 234 1076 1037 150 1030 997 141 317 279 84 258 248 s, saturation flow rate [veh/h] 3514 1900 1831 3514 1900 1839 1810 1900 1670 1810 1900 1830 (v / s)_i Volume / Saturation Flow Rate 0.06 0.19 0.19 0.02 0.17 0.18 0.07 0.13 0.13 0.04 0.10 0.11 g / C, Green / Cycle 0.07 0.57 0.57 0.04 0.54 0.54 0.08 0.17 0.17 0.05 0.13 0.13 g_i, Effective Green Time [s] 6 51 51 4 49 49 7 15 15 4 12 12 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90 90 Lane Group L C C L C C L C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 54.85 11.32 11.34 43.55 12.28 12.30 57.63 39.58 40.37 56.26 42.59 42.84 Movement LOS D B B D B B E D D E D D
d_A, Approach Delay [s/veh] 21.41 14.83 43.70 44.56
Approach LOS C B D D
d_I, Intersection Delay [s/veh] 28.45
Intersection LOS C
Intersection V/C 0.411
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.739 2.701 2.536 2.472 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 644 622 778 733 d_b, Bicycle Delay [s] 20.67 21.36 16.81 18.05
I_b,int, Bicycle LOS Score for Intersection 2.321 2.148 2.038 1.937 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.119
Level Of Service: A
Delay (sec / veh): 6.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Linden Ave at Miro Wy
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 0 0 0 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 9 319 0 0 261 58 45 0 22 0 0 0 Total 15-Minute Volume [veh/h] 2 80 0 0 65 15 11 0 6 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 Total Hourly Volume [veh/h] 8 285 0 0 233 52 40 0 20 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 8 285 0 0 233 52 40 0 20 0 0 0 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 0.0 2.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 0.0 2.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 7 0 0 10 0 17 0 0 0 0 0
Walk [s] 0 5 0 0 5 0 5 0 0 0 0 0
Vehicle Extension [s] 3.0 3.0 0.0 0.0 3.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 Split [s] 9 61 0 0 52 0 29 0 0 0 0 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 Maximum Green [s] 30 30 0 0 30 0 30 0 0 0 0 0
Minimum Green [s] 5 10 0 0 10 0 5 0 0 0 0 0
Lead / Lag Lead - - - - - Lead - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 0 2 0 3 0 0 0 0 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 12.39 5.13 17.37 17.65 48.88 23.01 95th-Percentile Queue Length [veh/ln] 0.50 0.21 0.69 0.71 1.96 0.92 50th-Percentile Queue Length [ft/ln] 6.88 2.85 9.65 9.81 27.16 12.79 50th-Percentile Queue Length [veh/ln] 0.28 0.11 0.39 0.39 1.09 0.51 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS E A A A D D
d, Delay for Lane Group [s/veh] 57.59 0.98 1.94 1.97 46.94 43.52 X, volume / capacity 0.43 0.10 0.10 0.11 0.53 0.29
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 13.40 0.07 0.14 0.15 5.03 2.08 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.50 0.11 0.11
d1, Uniform Delay [s] 44.19 0.91 1.81 1.82 41.91 41.44
c, Capacity [veh/h] 21 3126 1536 1443 85 76
s, saturation flow rate [veh/h] 1810 3618 1900 1785 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.00 0.09 0.08 0.09 0.02 0.01 g / C, Green / Cycle 0.01 0.87 0.81 0.81 0.05 0.05
g_i, Effective Green Time [s] 1 78 73 73 4 4
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90
Lane Group L C C C L R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 57.59 0.98 0.00 0.00 1.96 1.97 46.94 0.00 43.52 0.00 0.00 0.00 Movement LOS E A A A D D
d_A, Approach Delay [s/veh] 2.53 1.96 45.82 0.00
Approach LOS A A D A
d_I, Intersection Delay [s/veh] 6.34
Intersection LOS A
Intersection V/C 0.119
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.421 2.299 1.985 1.425 Crosswalk LOS B B A A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1267 1067 556 0 d_b, Bicycle Delay [s] 6.05 9.80 23.47 45.00
I_b,int, Bicycle LOS Score for Intersection 1.830 1.823 1.560 4.132 Bicycle LOS A A A D
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.284
Level Of Service: C
Delay (sec / veh): 28.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 10: Linden Ave at Base Line Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 43 139 63 77 97 49 27 418 32 21 454 131 Total 15-Minute Volume [veh/h] 11 35 16 19 24 12 7 105 8 5 113 33 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 Total Hourly Volume [veh/h] 41 134 61 74 93 47 26 402 31 20 436 126 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 41 134 61 74 93 47 26 402 31 20 436 126 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 20 0 0 20 0 0 15 0 0 20 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 29 0 0 29 0 9 52 0 9 52 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 10 0 0 10 0 5 10 0 5 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 58.32 19.05 38.97 29.73 14.68 31.87 202.63 200.03 25.27 273.09 260.83 95th-Percentile Queue Length [veh/ln] 2.33 0.76 1.56 1.19 0.59 1.27 8.11 8.00 1.01 10.92 10.43 50th-Percentile Queue Length [ft/ln] 32.40 10.58 21.65 16.52 8.15 17.71 114.78 112.90 14.04 167.10 157.82 50th-Percentile Queue Length [veh/ln] 1.30 0.42 0.87 0.66 0.33 0.71 4.59 4.52 0.56 6.68 6.31 Critical Lane Group Yes No No No No Yes No No No No Yes Lane Group LOS A A B A A D C C D D D
d, Delay for Lane Group [s/veh] 6.59 6.02 12.66 6.17 5.94 51.87 34.37 34.47 52.35 39.32 40.02 X, volume / capacity 0.16 0.06 0.11 0.09 0.05 0.54 0.60 0.61 0.50 0.82 0.83 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.30 0.11 0.35 0.15 0.09 8.68 1.55 1.61 8.91 4.56 5.19 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 6.28 5.90 12.31 6.01 5.85 43.18 32.83 32.86 43.44 34.76 34.83 c, Capacity [veh/h] 1137 1042 672 1115 1042 50 377 368 42 369 341 s, saturation flow rate [veh/h] 1686 1615 918 1729 1615 1810 1900 1853 1810 1900 1756 (v / s)_i Volume / Saturation Flow Rate 0.11 0.04 0.08 0.06 0.03 0.01 0.12 0.12 0.01 0.16 0.16 g / C, Green / Cycle 0.65 0.65 0.65 0.65 0.65 0.03 0.20 0.20 0.02 0.19 0.19 g_i, Effective Green Time [s] 58 58 58 58 58 2 18 18 2 17 17 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90
Lane Group C R C C R L C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 6.59 6.59 6.02 12.66 6.17 5.94 51.87 34.42 34.47 52.35 39.55 40.02 Movement LOS A A A B A A D C C D D D
d_A, Approach Delay [s/veh] 6.44 8.36 35.41 40.10
Approach LOS A A D D
d_I, Intersection Delay [s/veh] 28.77
Intersection LOS C
Intersection V/C 0.284
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.229 2.403 2.562 2.638 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 556 1067 1067 d_b, Bicycle Delay [s] 23.47 23.47 9.80 9.80
I_b,int, Bicycle LOS Score for Intersection 1.964 1.744 1.953 2.060 Bicycle LOS A A A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX AM
Version 2023 (SP 0-9)
Generated with
Intersection Analysis Summary
Report File: \...\1. EX PM.pdf 5/16/2024
Vistro File: \...\Miro Way_PM.vistro Scenario 1 EX PM
Miro Way and Ayala Drive Warehouse
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

WB Left 0.474 28.7 C
HCM 7th
Edition 10 Linden Ave at Base Line Rd Signalized
NB Left 0.222 8.2 A
HCM 7th
Edition 9 Linden Ave at Miro Wy Signalized
EB Left 0.509 29.8 C
HCM 7th
Edition 8 Ayala Dr at Base Line Rd Signalized
WB Right 0.421 6.9 A
HCM 6th
Edition 6 Ayala Dr at Fitzgerald Ave Signalized
NB Left 0.605 25.3 C
HCM 7th
Edition Signalized Ayala Dr at RenaissancePkwy 5
WB Left 0.578 30.8 C
HCM 7th
Edition 4 Alder Ave at Base Line Rd Signalized
NB Left 0.494 26.1 C
HCM 7th
Edition Signalized Alder Ave at RenaissancePkwy 3
SB Left 0.728 29.3 C
HCM 7th
Edition Signalized Alder Ave at SR-210 EBRamps 2
WB Left 0.723 29.7 C
HCM 7th
Edition Signalized Alder Ave at SR-210 WBRamps 1
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.723
Level Of Service: C
Delay (sec / veh): 29.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Alder Ave at SR-210 WB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 0 0 0 0 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 522 327 0 0 321 413 0 0 0 324 4 135 Total 15-Minute Volume [veh/h] 130 82 0 0 80 103 0 0 0 81 1 34 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9100 0.9100 1.0000 1.0000 0.9100 0.9100 1.0000 1.0000 1.0000 0.9100 0.9100 0.9100 Total Hourly Volume [veh/h] 475 298 0 0 292 376 0 0 0 295 4 123 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 2.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 475 298 0 0 292 376 0 0 0 295 4 123 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 10 0 0 3 0 0 0 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 0 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 Split [s] 53 67 0 0 14 0 0 0 0 0 23 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 0 30 0 0 0 0 0 30 0
Minimum Green [s] 5 10 0 0 10 0 0 0 0 0 10 0
Lead / Lag Lead - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 0 2 0 0 0 0 0 4 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 426.70 36.56 236.82 336.10 302.85 120.89 95th-Percentile Queue Length [veh/ln] 17.07 1.46 9.47 13.44 12.11 4.84 50th-Percentile Queue Length [ft/ln] 287.63 20.31 139.85 215.67 189.86 67.16 50th-Percentile Queue Length [veh/ln] 11.51 0.81 5.59 8.63 7.59 2.69 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS D A C C D C
d, Delay for Lane Group [s/veh] 36.31 4.21 25.18 33.27 43.45 32.46 X, volume / capacity 0.91 0.13 0.48 0.73 0.90 0.43
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 6.66 0.10 2.46 7.89 8.30 0.90 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.12 0.50 0.50 0.50 0.11 0.11
d1, Uniform Delay [s] 29.65 4.11 22.73 25.38 35.15 31.56 c, Capacity [veh/h] 570 2575 669 569 361 323
s, saturation flow rate [veh/h] 1810 3618 1900 1615 1810 1622 (v / s)_i Volume / Saturation Flow Rate 0.29 0.09 0.17 0.26 0.18 0.09 g / C, Green / Cycle 0.31 0.71 0.35 0.35 0.20 0.20
g_i, Effective Green Time [s] 28 64 32 32 18 18
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90
Lane Group L C C C L C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 36.31 4.21 0.00 0.00 25.18 33.27 0.00 0.00 0.00 43.45 32.46 32.46 Movement LOS D A C C D C C
d_A, Approach Delay [s/veh] 23.95 29.73 0.00 40.15
Approach LOS C C A D
d_I, Intersection Delay [s/veh] 29.69
Intersection LOS C
Intersection V/C 0.723
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 2.340 1.942 Crosswalk LOS F F B A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1400 222 0 422 d_b, Bicycle Delay [s] 4.05 35.56 45.00 28.01
I_b,int, Bicycle LOS Score for Intersection 2.260 2.165 4.132 2.324 Bicycle LOS B B D B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.728
Level Of Service: C
Delay (sec / veh): 29.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: Alder Ave at SR-210 EB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 0 592 440 162 450 0 213 4 526 0 0 0 Total 15-Minute Volume [veh/h] 0 148 110 41 113 0 53 1 131 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.9550 0.9550 0.9550 0.9550 1.0000 0.9550 0.9550 0.9550 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 565 420 155 430 0 203 4 502 0 0 0 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 565 420 155 430 0 203 4 502 0 0 0 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 3 0 0 10 0 0 10 0 0 0 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 0 0
Vehicle Extension [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Split [s] 0 36 0 13 49 0 0 41 0 0 0 0
All red [s] 0.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Maximum Green [s] 0 30 0 30 30 0 0 30 0 0 0 0
Minimum Green [s] 0 10 0 5 10 0 0 10 0 0 0 0
Lead / Lag - - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 5 2 0 0 8 0 0 0 0
Control Type Permiss Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 355.73 387.46 189.03 97.21 150.34 470.35 95th-Percentile Queue Length [veh/ln] 14.23 15.50 7.56 3.89 6.01 18.81 50th-Percentile Queue Length [ft/ln] 231.08 256.21 105.02 54.00 83.52 322.99 50th-Percentile Queue Length [veh/ln] 9.24 10.25 4.20 2.16 3.34 12.92 Critical Lane Group No Yes Yes No No Yes
Lane Group LOS C C D B C D
d, Delay for Lane Group [s/veh] 25.45 30.04 54.17 10.27 21.74 43.93 X, volume / capacity 0.66 0.75 0.90 0.22 0.34 0.92
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.24 7.57 14.13 0.26 0.31 15.96 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.11 0.50 0.11 0.31
d1, Uniform Delay [s] 21.21 22.47 40.03 10.02 21.43 27.97 c, Capacity [veh/h] 787 684 181 2021 639 569
s, saturation flow rate [veh/h] 1900 1651 1810 3618 1811 1615 (v / s)_i Volume / Saturation Flow Rate 0.27 0.31 0.09 0.12 0.12 0.33 g / C, Green / Cycle 0.42 0.42 0.10 0.56 0.35 0.35
g_i, Effective Green Time [s] 37 37 9 50 32 32
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90
Lane Group C C L C C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 26.04 30.04 54.17 10.27 0.00 21.74 21.74 43.93 0.00 0.00 0.00 Movement LOS C C D B C C D
d_A, Approach Delay [s/veh] 27.75 21.89 37.45 0.00
Approach LOS C C D A
d_I, Intersection Delay [s/veh] 29.27
Intersection LOS C
Intersection V/C 0.728
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 2.079 2.016 Crosswalk LOS F F B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 711 1000 822 0 d_b, Bicycle Delay [s] 18.69 11.25 15.61 45.00
I_b,int, Bicycle LOS Score for Intersection 2.411 2.065 2.786 4.132 Bicycle LOS B B C D
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.494
Level Of Service: C
Delay (sec / veh): 26.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Alder Ave at Renaissance Pkwy
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 100.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 53 686 35 191 628 144 99 280 70 21 179 230 Total 15-Minute Volume [veh/h] 13 172 9 48 157 36 25 70 17 5 45 58 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 Total Hourly Volume [veh/h] 51 659 34 183 603 138 95 269 67 20 172 221 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 51 659 34 183 603 138 95 269 67 20 172 221 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 17 0 0 17 0 0 17 0 0 17 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 15 30 0 19 34 0 12 32 0 9 29 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 62.12 222.48 219.85 201.17 204.68 195.10 111.74 152.57 145.72 25.27 164.92 226.96 95th-Percentile Queue Length [veh/ln] 2.48 8.90 8.79 8.05 8.19 7.80 4.47 6.10 5.83 1.01 6.60 9.08 50th-Percentile Queue Length [ft/ln] 34.51 129.25 127.32 113.73 116.26 109.35 62.08 84.76 80.95 14.04 91.62 132.55 50th-Percentile Queue Length [veh/ln] 1.38 5.17 5.09 4.55 4.65 4.37 2.48 3.39 3.24 0.56 3.66 5.30 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS D B B D B B D C C D D D
d, Delay for Lane Group [s/veh] 53.40 17.97 18.00 46.29 13.16 13.24 51.11 31.19 31.34 52.35 35.70 42.81 X, volume / capacity 0.70 0.42 0.42 0.84 0.39 0.39 0.78 0.44 0.44 0.50 0.55 0.84 Lane Group Results
PF, progression 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 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 10.86 1.49 1.52 7.87 1.11 1.19 9.94 0.72 0.80 8.91 1.48 6.67 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 42.54 16.47 16.48 38.41 12.05 12.05 41.17 30.47 30.53 43.44 34.22 36.14 c, Capacity [veh/h] 76 866 851 228 1026 961 127 412 384 42 323 275 s, saturation flow rate [veh/h] 1810 1900 1868 1810 1900 1779 1810 1900 1772 1810 1900 1615 (v / s)_i Volume / Saturation Flow Rate 0.03 0.19 0.19 0.11 0.21 0.21 0.05 0.09 0.10 0.01 0.09 0.14 g / C, Green / Cycle 0.04 0.46 0.46 0.13 0.54 0.54 0.07 0.22 0.22 0.02 0.17 0.17 g_i, Effective Green Time [s] 4 41 41 11 49 49 6 20 20 2 15 15 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90 90 Lane Group L C C L C C L C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 53.40 17.98 18.00 46.29 13.19 13.24 51.11 31.25 31.34 52.35 35.70 42.81 Movement LOS D B B D B B D C C D D D
d_A, Approach Delay [s/veh] 20.41 19.76 35.64 40.32
Approach LOS C B D D
d_I, Intersection Delay [s/veh] 26.06
Intersection LOS C
Intersection V/C 0.494
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.592 2.687 2.462 2.484 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 578 667 622 556 d_b, Bicycle Delay [s] 22.76 20.00 21.36 23.47
I_b,int, Bicycle LOS Score for Intersection 2.198 2.354 1.930 1.914 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.578
Level Of Service: C
Delay (sec / veh): 30.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 4: Alder Ave at Base Line Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 1 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 44 332 45 121 373 127 81 447 65 59 356 90 Total 15-Minute Volume [veh/h] 11 83 11 30 93 32 20 112 16 15 89 22 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 Total Hourly Volume [veh/h] 43 323 44 118 363 123 79 434 63 57 346 87 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 43 323 44 118 363 123 79 434 63 57 346 87 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No No No
Maximum Recall No No No No No No No No No No
Minimum Recall No No No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 17 0 0 10 10 0 10 0 0 17 17
Walk [s] 0 5 0 0 5 5 0 5 0 0 5 5
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 Split [s] 17 26 0 13 22 22 24 42 0 9 27 27
All red [s] 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 Maximum Green [s] 30 30 0 30 30 30 30 30 0 30 30 30
Minimum Green [s] 5 10 0 5 10 10 5 10 0 5 10 10
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 2,3 4,5
Signal Group 1 6 0 5 2 2 3 8 0 7 4 4
Control Type Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Overlap Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 50.74 260.97 133.73 235.35 56.03 89.45 440.11 71.23 277.73 51.67 95th-Percentile Queue Length [veh/ln] 2.03 10.44 5.35 9.41 2.24 3.58 17.60 2.85 11.11 2.07 50th-Percentile Queue Length [ft/ln] 28.19 157.92 74.29 138.76 31.13 49.69 298.45 39.57 170.62 28.71 50th-Percentile Queue Length [veh/ln] 1.13 6.32 2.97 5.55 1.25 1.99 11.94 1.58 6.82 1.15 Critical Lane Group No Yes Yes No No No Yes Yes No No
Lane Group LOS D C D B B D D E C B
d, Delay for Lane Group [s/veh] 51.50 23.28 49.33 19.30 10.33 48.99 40.81 56.44 30.14 16.73 X, volume / capacity 0.63 0.51 0.79 0.45 0.14 0.71 0.92 0.76 0.67 0.14 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 8.88 2.57 8.90 1.73 0.34 7.67 10.43 13.84 1.46 0.09 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.11 0.50 0.50 0.11 0.19 0.11 0.11 0.11 d1, Uniform Delay [s] 42.62 20.71 40.43 17.57 9.99 41.32 30.38 42.60 28.69 16.64 c, Capacity [veh/h] 70 733 153 836 884 115 559 78 533 661 s, saturation flow rate [veh/h] 1810 1861 1810 1900 1615 1810 1858 1810 1900 1615 (v / s)_i Volume / Saturation Flow Rate 0.02 0.20 0.07 0.20 0.08 0.04 0.28 0.03 0.19 0.06 g / C, Green / Cycle 0.04 0.39 0.08 0.44 0.55 0.06 0.30 0.04 0.28 0.41 g_i, Effective Green Time [s] 3 35 8 40 49 6 27 4 25 37 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 2.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C R L C L C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 51.50 23.28 23.28 49.33 19.30 10.33 48.99 40.81 40.81 56.44 30.14 16.73 Movement LOS D C C D B B D D D E C B
d_A, Approach Delay [s/veh] 26.23 23.32 41.93 30.83
Approach LOS C C D C
d_I, Intersection Delay [s/veh] 30.82
Intersection LOS C
Intersection V/C 0.578
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.240 2.521 2.306 2.519 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 489 400 844 511 d_b, Bicycle Delay [s] 25.69 28.80 15.02 24.94
I_b,int, Bicycle LOS Score for Intersection 2.254 2.584 2.538 2.393 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.605
Level Of Service: C
Delay (sec / veh): 25.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 5: Ayala Dr at Renaissance Pkwy
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 111 808 78 357 840 584 396 395 118 64 192 373 Total 15-Minute Volume [veh/h] 28 202 20 89 210 146 99 99 29 16 48 93 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 Total Hourly Volume [veh/h] 106 774 75 342 805 559 379 378 113 61 184 357 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 106 774 75 342 805 559 379 378 113 61 184 357 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No No No No No
Maximum Recall No No No No No No No No No No No No
Minimum Recall No No No No No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 20 20 0 20 20 0 20 20 0 20 20 Walk [s] 0 5 5 0 5 5 0 5 5 0 5 5
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Split [s] 9 29 29 15 35 35 17 37 37 9 29 29
All red [s] 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Maximum Green [s] 30 30 30 30 30 30 30 30 30 30 30 30
Minimum Green [s] 5 10 10 5 10 10 5 10 10 5 10 10
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 6,7 2,3 1,8 4,5
Signal Group 1 6 6 5 2 2 3 8 8 7 4 4
Control Type Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 56.62 251.60 35.04 181.75 229.47 211.72 193.08 169.44 83.00 32.48 89.81 323.85 95th-Percentile Queue Length [veh/ln] 2.26 10.06 1.40 7.27 9.18 8.47 7.72 6.78 3.32 1.30 3.59 12.95 50th-Percentile Queue Length [ft/ln] 31.45 150.88 19.47 100.97 134.40 121.38 107.90 94.13 46.11 18.04 49.90 206.12 50th-Percentile Queue Length [veh/ln] 1.26 6.04 0.78 4.04 5.38 4.86 4.32 3.77 1.84 0.72 2.00 8.24 Critical Lane Group Yes No No No No Yes Yes No No No No Yes Lane Group LOS D B B D B A D C C D D D
d, Delay for Lane Group [s/veh] 44.04 19.30 10.68 42.82 15.07 8.23 39.77 31.64 23.00 43.56 38.00 37.59 X, volume / capacity 0.57 0.51 0.09 0.83 0.46 0.52 0.78 0.51 0.23 0.41 0.46 0.82 Lane Group Results
PF, progression 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 Rp, 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.59 1.16 0.21 4.22 0.83 1.72 2.65 0.51 0.23 1.71 0.80 7.41 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.23 d1, Uniform Delay [s] 41.45 18.14 10.47 38.59 14.24 6.52 37.12 31.12 22.77 41.84 37.21 30.18 c, Capacity [veh/h] 195 1593 855 430 1834 1124 508 778 509 156 417 455 s, saturation flow rate [veh/h] 3514 3618 1615 3514 3618 1615 3514 3618 1615 3514 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.03 0.22 0.05 0.10 0.23 0.36 0.11 0.11 0.07 0.02 0.05 0.23 g / C, Green / Cycle 0.06 0.44 0.53 0.12 0.51 0.70 0.14 0.22 0.32 0.04 0.12 0.28 g_i, Effective Green Time [s] 5 40 48 11 46 63 13 19 28 4 10 25 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90 90 Lane Group L C R L C R L C R L C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 1: 1 EX PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 44.04 19.30 10.68 42.82 15.07 8.23 39.77 31.64 23.00 43.56 38.00 37.59 Movement LOS D B B D B A D C C D D D
d_A, Approach Delay [s/veh] 21.38 18.39 34.06 38.33
Approach LOS C B C D
d_I, Intersection Delay [s/veh] 25.29
Intersection LOS C
Intersection V/C 0.605
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.877 3.063 2.846 2.799 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 689 733 556 d_b, Bicycle Delay [s] 23.47 19.34 18.05 23.47
I_b,int, Bicycle LOS Score for Intersection 2.382 3.029 2.310 2.079 Bicycle LOS B C B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.