Port Hueneme City Council
June 1, 2026

Several cul-de-sacs that have not been resurfaced in a decade or more will receive slurry seal treatments.

Additional safety improvements include the installation of high-visibility crosswalks with Accessible Pedestrian Signals (APS), implementation of speed cushions for traffic calming, and upgrades to reflective traffic signage. The program also provides for critical storm drain maintenance, including lining or repairing structurally deficient facilities to prevent potential roadway failures. Bicycle infrastructure will be enhanced through striping and signing of bike paths, while pedestrian accessibility will be improved by correcting sidewalk grades and installing ADA-compliant curb ramps. Several of these projects are ongoing initiatives that have been previously included and are reaffirmed as part of this program.

In accordance with the City’s Pavement Management Plan, areas identified for repair and replacement have been prioritized based on lower pavement condition indices.

FISCAL IMPACT:

None. This item does not require an expenditure of funds.

STRATEGIC PLAN:

Primary Strategic Pillar(s) and Initiative(s):

Optimal Levels of Service for Residents and Businesses
• Promote operational excellence in all City functions and embody best practices as a municipality
• Establish desired service levels for all City functions ATTACHMENTS:

A. SB-1 Project List Resolution
Agenda Item No. 05 Page 2 of 7 CC Agenda 06-01-2026
RESOLUTION NO. ____

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF PORT HUENEME, CALIFORNIA, ADOPTING A LIST OF PROJECTS FOR FISCAL YEAR 2026-27 FUNDED BY SB 1: THE ROAD REPAIR AND ACCOUNTABILITY ACT OF 2017 WHEREAS, Senate Bill 1 (SB 1), the Road Repair and Accountability Act of 2017 (Chapter 5, Statutes of 2017) was passed by the Legislature and Signed into law by the Governor in April 2017 to address the significant multi-modal transportation funding shortfalls statewide; and WHEREAS, SB 1 includes accountability and transparency provisions that will ensure the residents of the City of Port Hueneme are aware of the projects proposed for funding in our community and which projects have been completed each fiscal year; and WHEREAS, the City of Port Hueneme must adopt by resolution a list of projects proposed to receive fiscal year funding from the Road Maintenance and Rehabilitation Account (RMRA), created by SB 1, which must include a description and the location of each proposed project, a proposed schedule for the project’s completion, and the estimated useful life of the improvement; and
WHEREAS, the City of Port Hueneme, will receive an estimated $619,111 in RMRA funding in Fiscal Year 2026-27 from SB 1; and
WHEREAS, this is the tenth year in which the City of Port Hueneme is receiving SB 1 funding and will enable the City of Port Hueneme to continue essential road maintenance and rehabilitation projects, safety improvements, repairing and replacing aging bridges, and increasing access and mobility options for the traveling public that would not have otherwise been possible without SB 1; and
WHEREAS, the City of Port Hueneme has undergone a robust public process to ensure public input into our community’s transportation priorities/the project list; and WHEREAS, the City of Port Hueneme used a Pavement Management System to develop the SB 1 project list to ensure revenues are being used on the most high-priority and cost-effective projects that also meet the communities priorities for transportation investment; and WHEREAS, the funding from SB 1 will help the City of Port Hueneme maintain and rehabilitate fifteen (22) streets, including restriping pavement markings and legends and removing and replacing areas of deteriorated asphalt throughout the City of Port Hueneme this year and into the future; and
WHEREAS, the 2023 California Statewide Local Streets and Roads Needs Assessment found that the City of Port Hueneme streets and roads are in an “at-risk” condition and this revenue will help us increase the overall quality of our road system and over the next decade will bring our streets and roads into a “good” condition; and WHEREAS, the SB 1 project list and overall investment in our local streets and roads infrastructure with a focus on basic maintenance and safety, investing in complete streets infrastructure, and using cutting-edge technology, materials and practices, will have significant positive co-benefits locally and statewide. The proposed project list will extend the life cycle of the city streets and increase safety.

Agenda Item No. 05 Page 3 of 7 CC Agenda 06-01-2026

NOW THEREFORE, THE CITY COUNCIL OF THE CITY OF PORT HUENEME, CALIFORNIA, DOES HEREBY RESOLVE AS FOLLOWS:

SECTION 1: The foregoing recitals are true and correct.

SECTION 2: The following list of newly proposed projects will be funded in-part or solely with Fiscal Year 2026-27 Road Maintenance and Rehabilitation Account revenues:

Project Title: Update Pavement Marking and Legends Citywide Project Description: Restripe pavement markings
Project Location: 2nd Street, Evergreen Lane, Bryce Canyon Ave, Bolker Drive, Victoria Ave, Bay Blvd, Port Hueneme Road, Channel Islands Blvd, Surfside Drive, Bard Rd, Patterson Road, Pleasant Valley Road, Ventura Road, Clara Street, Pearson Road, Wheelhouse Ave, Lido Blvd, Sunkist Street, 6th Street, Park Ave, Market Street, Seaview Street. The following locations identified are subject to be changed.

Estimated Project Schedule: Construction Start (07/26)– Completion (06/27) Estimated Project Useful Life: 5 years
Project Title: Pavement Removal and Replacement Citywide Project Description: Remove and replace severely distressed pavement sections Project Location: 2nd Street, Evergreen Lane, Bryce Canyon Ave, Bolker Drive, Victoria Ave, Bay Blvd, Port Hueneme Road, Channel Islands Blvd, Surfside Drive, Bard Rd, Patterson Road, Pleasant Valley Road, Ventura Road, Clara Street, Pearson Road, Wheelhouse Ave, Lido Blvd, Sunkist Street, 6th Street, Park Ave, Market Street, Seaview Street. The following locations identified are subject to be changed.

Estimated Project Schedule: Construction Start (07/26)– Completion (06/27) Estimated Project Useful Life: 5 years
Project Title: Slurry Seal Select Streets
Project Description: Asphalt repair, resurfacing, and traffic marking striping Project Location: E. Garden Green, Fiesta Green, and Fiesta Green cul-de-sac, Balboa Street, Elfin Green (2 cul-de-sac streets off of E. Balboa Street) Maplewood Way, Maxine Ave, Dahl Avenue, Joan Drive, Paul Drive, Lillian Drive, and Jerry Drive. The following locations identified are subject to be changed.

Estimated Project Schedule: Construction Start (07/26)– Completion (12/26) Estimated Project Useful Life: 8 years
SECTION 3: The following previously proposed and adopted projects may also utilize Fiscal Year 2026-27 Road Maintenance and Rehabilitation Account revenues in their delivery. With the relisting of these projects in the adopted fiscal year resolution, the City of Port Hueneme is reaffirming to the public and the State our intent to fund these projects with Road Maintenance and Rehabilitation Account revenues:
a) Project Name: Safe Street Measures
Project Description: Preconstruction activities include coordination with the public, utility companies, and stakeholders to verify project limits, existing conditions, and ADA compliance requirements. City Staff shall conduct site investigations, field verification of existing curb ramps, traffic signal infrastructure, and underground utilities to confirm design assumptions and identify potential conflicts. The construction phase will include installing crosswalks with Accessory Pedestrian Signal (APS), Agenda Item No. 05 Page 4 of 7 CC Agenda 06-01-2026
installing speed cushions for traffic calming, upgrading reflective traffic signage, lining or repairing storm drains that have structural issues that may collapse a roadway, striping and signing bike paths, improving sidewalk grades, and installing ADAcompliant ramps.

Project Locations: Bubbling Springs Area, Patterson Road, Channel Islands Blvd, Clara St, Sunkist Elementary School Neighborhood, Hueneme Elementary School Neighborhood, Park View Elementary School Neighborhood, and Richard Bard Elementary School Neighborhood, Evergreen Ln, Scott Street, Ventura Rd and Ponoma St.

Estimated Proposed Schedule: Preconstruction Start (07/2026) – Preconstruction Completion (12/2026). Construction Start (01/2027) – Construction Completion (06/2027) based on the component being funded with RMRA funds The Estimated Useful Life of the Project: 10 years
b) Project Name: Annual Sidewalk Repair
Project Description: Preconstruction activities include city staff identifying and verifying concrete sidewalk in need of repair. Construction activities include grinding or removing and replacing uplifted or uneven sidewalks to remove sidewalk trip hazards.

Project Locations: 2nd Street, Evergreen Lane, Bryce Canyon Ave, Bolker Drive, Victoria Ave, Bay Blvd, Port Hueneme Road, Channel Islands Blvd, Surfside Drive, Bard Rd, Patterson Road, Pleasant Valley Road, Ventura Road, Clara Street, Pearson Road, Wheelhouse Ave, Lido Blvd, Sunkist Street, 6th Street, Park Ave, Market Street, Seaview Street. The following locations identified are subject to be change.

Estimated Proposed Schedule: Preconstruction Start (07/2026) – Preconstruction Completion (12/2026). Construction Start (01/2027) – Construction Completion (06/2027) based on the component being funded with RMRA funds The Estimated Useful Life of the Project: 10 years
c) Project Title: Hueneme Road Reconstruction
Project Description: The project will include design and preparation of construction documents for Hueneme Road Reconstruction. The reconstruction of Hueneme Road Including includes removing the bituminous surface, replacing the subgrade material, and rebuilding the crushed rock and bituminous layers.

Project Location:Hueneme Road from Market Street to J-Street Estimated Project Schedule: Preconstruction Start (07/2026) – Preconstruction Completion (11/2027). Construction Start (03/2027) – Construction Completion (06/2025) based on the component being funded with RMRA funds Estimated Project Useful Life: 15-25 Years
SECTION 4: This Resolution shall take effect immediately upon its passage.

SECTION 5: The City Clerk shall certify to the passage and adoption of this Resolution and enter it into the book of original Resolutions.

Agenda Item No. 05 Page 5 of 7 CC Agenda 06-01-2026
PASSED, APPROVED, AND ADOPTED, this 1
st day of June, 2026.

Martha R. McQueen-Legohn, Mayor
ATTEST:
________________________________
Georgianna Nicole Alvarez
City Clerk
Agenda Item No. 05 Page 6 of 7 CC Agenda 06-01-2026

CERTIFICATION

STATE OF CALIFORNIA )
COUNTY OF VENTURA ) SS.

CITY OF PORT HUENEME )
I, Georgianna Nicole Alvarez, City Clerk of the City of Port Hueneme, California, do hereby certify that the foregoing Resolution No. ____ was duly adopted at the regular meeting of the City Council on the __ day of ____, 2026, by the following vote:

AYES:

NOES:

ABSTAIN:

ABSENT:

Dated:

Georgianna Nicole Alvarez
City Clerk
Agenda Item No. 05 Page 7 of 7 CC Agenda 06-01-2026
DATE: June 1, 2026
TO: Honorable City Council
FROM: James Vega, City Manager
Fred Camarillo, Public Works Director
SUBJECT: AUTHORIZATION TO AWARD A CONTRACT TO J & H ENGINEERING GENERAL CONTRACTORS, INC. FOR RESURFACING UKIAH STREET
WITHIN HUENEME BAY NEIGHBORHOOD; PROJECT NO. ST2606
RECOMMENDATION:

It is recommended that the City Council authorize the City Manager or his designee to:

1. Award and execute an agreement, approved as to form by the City Attorney, with J & H Engineering General Contractors, Inc., for $463,143.79 to resurface Ukiah Street. The contract reference is EZIQC Contract No.: CA-R7-PAV02-101723-JHE and is attached as Exhibit A; and

2. Authorize a Five (5) Percent Construction Contingency in the amount of $23,158; and

3. Execute all Applicable Documents and agreements, approved as to form by the City Attorney.

4. Authorize an appropriation of $486,302 to Account No. 204-551-5700, Project ST2606.

BACKGROUND/ANALYSIS:

Public Works has developed a phased, multi-year pavement maintenance program to rehabilitate selected streets within the City of Port Hueneme. On June 3, 2025, the City Council approved a resolution to add and fund the Ukiah Street and Lido Street Resurfacing Project as part of the Fiscal Year 2025–26 Road Maintenance and Rehabilitation Account project list.

Ukiah Street is ranked among the lowest in Pavement Condition Index (PCI) within the City’s Pavement Management Plan. As a result, it has been identified as a priority candidate for resurfacing.

The work involves grinding up to two inches of the existing asphalt surface and replacing it with a new asphalt overlay of equivalent thickness. Construction is anticipated to be completed within approximately one week and can start as early as the last week of June, weather permitting. The City will work with the Hueneme Bay Homeowners Association to notify the residents of the upcoming project.

Agenda Item No. 06 Page 1 of 11 CC Agenda 06-01-2026
Ukiah Street Resurfacing
June 1, 2026

The City is utilizing Sourcewell—formerly the National Joint Powers Authority (NJPA)— which competitively bids construction services with preset unit prices and standardized specifications for labor, equipment, and materials. On March 2, 2026, the City Council adopted an ordinance authorizing the use of Job Order Contracting (JOC) as an alternative project delivery method. JOC is widely used by California public agencies because it complies with Public Contract Code requirements and significantly streamlines project delivery.

J&H Engineering General Contractors has submitted a work order proposal totaling $463,143.79. Staff has reviewed the proposal and recommends award of the contract.

Environmental Review
The proposed Hueneme Bay Alley Grind and Overlay Project is exempt from the California Environmental Quality Act (CEQA) pursuant to CEQA Guidelines Section 15301 (Class 1 – Existing Facilities). This exemption applies to the repair, maintenance, and minor alteration of existing public facilities where no expansion of use is proposed.

The project consists solely of grinding and resurfacing existing alleys within their current paved footprints and does not involve any capacity increases, structural expansion, or work outside previously disturbed right-of-way areas.

FISCAL IMPACT:

Approval of this action requires an appropriation of $486,302 to Account No. 204-551- 5700, Project ST2606. The unassigned Gas Tax Fund Balance at FY2026-27 year-end, including this request for appropriation, is estimated to be $3.7 million.

STRATEGIC PLAN:

Primary Strategic Pillar(s) and Initiative(s):

Optimal Levels of Service for Residents and Businesses
• Promote operational excellence in all City functions and embody best practices as a municipality
Safe, Secure, & Beautiful Community
• Upgrade our beach, parks, City-owned facilities, and structures to provide a better experience for our residents, employees, commuters, and visitors ATTACHMENTS:

A. J & H Engineering General Construction, Inc. Work Order dated 05-19-2026.

B. Plan view of Ukiah Street Limits of Work
Agenda Item No. 06 Page 2 of 11 CC Agenda 06-01-2026
Work Order Signature Document
EZIQC Contract No.: CA-R7-PAV-101723-JHE
New Work Order
156058.00
Modify an Existing Work Order
Work Order Title:

Work Order Number.: Work Order Date:

X
05/19/2026
Contractor Name:

Contact:

Phone:

Contact:

Phone:

Amy McMullen
805-987-8414
Owner Name: City of Port Hueneme
Charles Cable
805-816-5976
J & H Engineering General Contractors, Inc.

Work to be Performed
Work to be performed as per the Final Detailed Scope of Work Attached and as per the terms and conditions of Sourcewell EZIQC Contract No CA-R7-PAV-101723-JHE.

Brief Work Order Description:

Grind approximately 2 inches of existing asphalt pavement. Apply tack coat to the ground asphalt surface. Place and compact a 2-inch lift of conventional hot mix asphalt (C2 aggregate size).

Liquidated Damages Will apply: Will not apply:

Estimated Completion Date:

Time of Performance Estimated Start Date:

X
Work Order Firm Fixed Price: $463,143.79
Owner Purchase Order Number:

Approvals
Date Date J & H Engineering General Contractors, Inc.

City of Port Hueneme

2.00

5/19/2026
Work Order Signature Document
Ukiah Street Paving Project
Attachment A
Agenda Item No. 06 Page 3 of 11 CC Agenda 06-01-2026

3.00 Detailed Scope of Work
To: From: Amy McMullen Charles Cable
J & H Engineering General Contractors, Inc. City of Port Hueneme 4065 Mission Oaks Blvd 250 N. Ventura Rd.

Camarillo, CA 93012 Port Hueneme, CA 93041
805-987-8414 805-816-5976
Work Order Number:

Date Printed: May 19, 2026
156058.00
Work Order Title: Ukiah Street Paving Project
Brief Scope: Grind approximately 2 inches of existing asphalt pavement. Apply tack coat to the ground asphalt surface. Place and compact a 2-inch lift of conventional hot mix asphalt (C2 aggregate size).

Preliminary Revised Final X
The following items detail the scope of work as discussed at the site. All requirements necessary to accomplish the items set forth below shall be considered part of this scope of work.

Additional project assumptions include:
· No adjustment of manhole frames or water valve covers is anticipated. · No traffic striping is required.

5/19/2026
Scope of Work
Detailed Scope of Work:

Scope of work is intended to match the previous phases and generally includes the following:
· Grind approximately 2 inches of existing asphalt pavement while preserving the existing concrete ribbon drain.
· Clean the vertical faces of the concrete ribbon drain and remove dust and loose material prior to paving.
· Apply tack coat to the ground asphalt surface and to the vertical face of the concrete ribbon drain.
· Place and compact a 2-inch lift of conventional hot mix asphalt (C2 aggregate size). · Ensure the longitudinal paving joint is placed tight against the concrete ribbon drain and compact the asphalt along the concrete edge.
· After paving and cooling, seal the asphalt-to-concrete interface at the ribbon drain with an approved asphaltic crack/joint sealant where gaps occur. · Roll and compact the asphalt to approximately 95% relative compaction. Contingency Items:
· Full-depth AC removal and replacement (assume approximately 200 SF) where isolated pavement failures may be encountered. This would include removal of the full AC thickness (estimated at approximately 3 to 3.5 inches), recompaction of the existing base, and replacement with HMA.
· Additional handwork around utility covers, which may be required in limited locations. For estimating purposes, assume approximately 10 tons of HMA for this type of work and convert that to a square-foot or ton unit price. The total paving area is approximately 105,000 SF (11,666 SY).

Agenda Item No. 06 Page 4 of 11 CC Agenda 06-01-2026
Detailed Scope of Work Continues..

Work Order Title:

Work Order Number: 156058.00
Ukiah Street Paving Project

5/19/2026
Scope of Work
· Traffic control will be minimal, consisting primarily of temporary alley closures during paving operations.
· Equipment and materials may stage on the adjacent residential streets. · BMP requirements are expected to be minimal.
· Work hours: Monday through Friday, 7:00 AM – 4:30 PM. · Property owners have nearby parking available and will be asked to move vehicles out of the alleys during working hours.
· If necessary, City trash pickup can be shifted to Saturday during construction.

We anticipate the work will take approximately 5 working days, 1 phase of work Subject to the terms and conditions of ezIQC Contract CA-R7-PAV-101723-JHE.

J & H Engineering General Contractors, Inc.

City of Port Hueneme Date
Date
Agenda Item No. 06 Page 5 of 11 CC Agenda 06-01-2026

4.00 Contractor's Price Proposal - Summary
Owner PO #:

Ukiah Street Paving Project
156058.00
IQC Master Contract #: CA-R7-PAV-101723-JHE
Work Order #:

Title:

Re:

Date: May 19, 2026
Proposal Value:

Contractor: J & H Engineering General Contractors, Inc. $463,143.79
Section - 01 $65,907.41
Section - 32 $397,236.38
Proposal Total
Thisl total represents the correct total for the proposal. Any discrepancy between line totals, sub-totals and the proposal total is due to rounding.
$463,143.79
The Percentage of NPP on this Proposal: %

5/19/2026
Contractor's Price Proposal - Summary
Agenda Item No. 06 Page 6 of 11 CC Agenda 06-01-2026

5.00 Contractor's Price Proposal - Detail
Ukiah Street Paving Project
156058.00
IQC Master Contract #: CA-R7-PAV-101723-JHE
Work Order #:

Owner PO #:

Title:

Re:

Date: May 19, 2026
Proposal Value:

Contractor: J & H Engineering General Contractors, Inc. $463,143.79
Labor Equip. Material (Excludes)
Sect. Item Mod. UOM Description Line Total
Section - 01
01 22 16 00 0002 Reimbursable FeesReimbursable Fees will be paid to the contractor for eligible costs as directed by Owner. Insert the appropriate quantity to adjust the base cost to the actual Reimbursable Fee. If there are multiple Reimbursable Fees, list each one separately and add a comment in the "note" block to identify the Reimbursable Fee (e.g. sidewalk closure, road cut, various permits, extended warranty, expedited shipping costs, etc.). A copy of each receipt, invoice, or proof of payment shall be submitted with the Price Proposal. 1 EA $9,969.83
Installation = x x 9,969.83
Quantity Total Unit Price Factor
9,063.48 1.00 1.1000
2% Bond Fees on $453,173.96 = $9063.48
01 22 20 00 0030 LaborerFor tasks not included in the Construction Task Catalog® and as directed by owner only.
2 HR $1,158.75
Installation = x x 1,158.75
Quantity Total Unit Price Factor

8.00 104.01 1.3926
2 men x 4 hrs x 1 phases to Post NO PARKING
3 01 22 23 00 0268 DAY 8' Road Broom, Self-Propelled Street Sweeper With Full-Time Operator $3,386.50 Installation = x x 3,386.50
Quantity Total Unit Price Factor

2.00 1,215.89 1.3926
2 days per phase x 1 phases - Sweeping during/after milling / paving operation 4 01 22 23 00 1664 DAY 2,000 Gallon Water Truck With Full-Time Driver $2,017.32 Installation = x x 2,017.32
Quantity Total Unit Price Factor

1.00 1,448.60 1.3926
To shuttle water to and from the hydrant meter to milling machine (Meter provided by Owner) 5 01 55 26 00 0033 WK 28" Cone With Reflective Collar $277.82 Installation = x x 277.82
Quantity Total Unit Price Factor

75.00 2.66 1.3926
75 cones per phase x 1 weeks for TC and NO PARKING posting 6 01 55 26 00 0090 WK Mesh Or Vinyl Roll-up Sign With Stand $214.82 Installation = x x 214.82
Quantity Total Unit Price Factor

6.00 25.71 1.3926
Traffic control signs, approximately 6 signs for 1 phase of work (NO TC PLANS INCLUDED) 01 55 26 00 0138 Initial Delivery, Placement And Final Removal From Site Of Up To 250 Temporary Traffic Cones Using Truck
7 EA $451.20
Installation = x x 451.20
Quantity Total Unit Price Factor

75.00 4.32 1.3926
Place TC devices 75 ea x 1 phases

5/19/2026
Contractor's Price Proposal - Detail
Agenda Item No. 06 Page 7 of 11 CC Agenda 06-01-2026
Contractor's Price Proposal - Detail Continues..

Work Order Title:

Work Order Number: 156058.00
Ukiah Street Paving Project
Section - 01
01 71 13 00 0004 First 25 Miles, Equipment Delivery, Pickup, Mobilization And Demobilization Using A Tractor Trailer With Up To 53' BedIncludes loading, tie-down of equipment, delivery of equipment, off loading on site, rigging, dismantling, loading for return and transporting away. For equipment such as bulldozers, motor scrapers, hydraulic excavators, gradalls, road graders, loader-backhoes, heavy-duty construction loaders, tractors, pavers, rollers, bridge finishers, straight mast construction forklifts, telescoping boom rough terrain construction forklifts, telescoping and articulating boom man lifts with >40' boom lengths, etc.
8 EA $10,655.97
Installation = x x 10,655.97
Quantity Total Unit Price Factor

5.00 1,530.37 1.3926
Mob for skip, mini mill/skid steer, paving machine, 2 compacters - 1 mobilization 01 71 13 00 0004 First 25 Miles, Equipment Delivery, Pickup, Mobilization And Demobilization Using A Tractor Trailer With Up To 53' BedIncludes loading, tie-down of equipment, delivery of equipment, off loading on site, rigging, dismantling, loading for return and transporting away. For equipment such as bulldozers, motor scrapers, hydraulic excavators, gradalls, road graders, loader-backhoes, heavy-duty construction loaders, tractors, pavers, rollers, bridge finishers, straight mast construction forklifts, telescoping boom rough terrain construction forklifts, telescoping and articulating boom man lifts with >40' boom lengths, etc.
9 EA $2,131.19
Installation = x x 2,131.19
Quantity Total Unit Price Factor

1.00 1,530.37 1.3926
Mobilization for PRS milling machine for 1 phases of work 10 01 74 19 00 0027 CY Drop-Off Asphalt At Recycling Center $18,857.11 Installation = x x 18,857.11
Quantity Total Unit Price Factor
622.00 21.77 1.3926
Recycle 2" x 105,000 SF of AC grindings
11 01 74 19 00 0040 CYM Hauling On Paved Roads, First 15 Miles $16,786.90 Installation = x x 16,786.90
Quantity Total Unit Price Factor
11,818.00 1.02 1.3926
Haul grinding to Granite Recycle - 19 miles x 622 CY
Subtotal for Section - 01 $65,907.41
Section - 32
12 32 01 16 71 0003 SY Up To 3" Depth, Production Cold Milling Of Asphalt $76,519.00 Installation = x x 76,519.00
Quantity Total Unit Price Factor
11,666.00 4.71 1.3926
2" milling of existing AC
13 32 01 16 71 0007 SY Up To 3" Depth, Limited Cold Milling Of Asphalt $24,019.56 Installation = x x 24,019.56
Quantity Total Unit Price Factor
550.00 31.36 1.3926
Limited cold milling (mini grinder) around existing conditions such as fencing, planters, walls, landscape, driveways
14 32 01 16 71 0007 SY Up To 3" Depth, Limited Cold Milling Of Asphalt $969.52 Installation = x x 969.52
Quantity Total Unit Price Factor

22.20 31.36 1.3926
For up to 200 SF of full depth AC repairs
32 01 17 63 0023 Asphalt Placement For Small Repair Areas, Hot Mix ModifiedFor each ton over 3 to 100 tons. For small areas of existing asphalt is removed to allow work such as trenching across or in a road, excavating a drainage structure, uncovering a utility line, etc.
15 TON $2,198.78
Installation = x x 2,198.78
Quantity Total Unit Price Factor

5.00 315.78 1.3926
For up to 200 SF of full depth AC repairs

5/19/2026
Contractor's Price Proposal - Detail
Agenda Item No. 06 Page 8 of 11 CC Agenda 06-01-2026
Contractor's Price Proposal - Detail Continues..

Work Order Title:

Work Order Number: 156058.00
Ukiah Street Paving Project
Section - 32
16 32 12 13 13 0006 SY Tack Coat, 0.11 Gallon/SY $18,520.52 Installation = x x 18,520.52
Quantity Total Unit Price Factor
11,666.00 1.14 1.3926
SS-1H Tack coat application for 105,000 SF
32 12 16 13 0018 2" Thick Bituminous Hot Mix Surface Wearing CourseIncludes placement , rolling, finishing and sweeping.
17 SY $263,511.28
Installation = x x 263,511.28
Quantity Total Unit Price Factor
11,666.00 16.22 1.3926
2" Hot-Mix overlay for 105,000 SF
32 12 16 13 0023 Hand Placed Hot Mixed Asphalt 3,954 Lb./CYFor small areas not reachable by machine. Includes placement, rolling, finishing and sweeping. 18 TON $11,434.64
Installation = x x 11,434.64
Quantity Total Unit Price Factor

20.00 410.55 1.3926
Hand place AC for areas where hand work is required such as planters (10 tons) and utility covers (10 tons) 32 17 23 23 0003 Two-Way Reflective, Raised Pavement Marker (RPM)Type B, C, D, AC, RA or RR
19 EA $63.08
Installation = x x 63.08
Quantity Total Unit Price Factor

5.00 9.06 1.3926
Raised reflective pavement markers per bid sheet
Subtotal for Section - 32 $397,236.38
Proposal Total
This total represents the correct total for the proposal. Any discrepancy between line totals, sub-totals and the proposal total is due to rounding.
$463,143.79
The Percentage of NPP on this Proposal: %

5/19/2026
Contractor's Price Proposal - Detail
Agenda Item No. 06 Page 9 of 11 CC Agenda 06-01-2026
Subcontractor Listing
156058.00
Ukiah Street Paving Project
IQC Master Contract #: CA-R7-PAV-101723-JHE
Work Order #:

Owner PO #:

Title:

Re:

Date: May 19, 2026
Proposal Value:

Contractor: J & H Engineering General Contractors, Inc. $463,143.79
Name of Contractor Duties Amount %
Pavement Recycling Systems Asphalt Milling 9.72 $45,000.00

6.00

5/19/2026
Subcontractor Listing
Agenda Item No. 06 Page 10 of 11 CC Agenda 06-01-2026
Ukiah Street
Paving Limits
Legend
Ukiah Street resurfacing (105k SQFT)
800 ft
N
➤
Attachment B
Agenda Item No. 06 Page 11 of 11 CC Agenda 06-01-2026
DATE: June 1, 2026
TO: Honorable City Council
FROM: James Vega, City Manager
Tricia Maier, Community Development Director
Jose Coyotl, Associate Planner
SUBJECT: ADOPT A RESOLUTION APPROVING PERMIT NO. PHPD-25-2,

CONSISTING OF A DEVELOPMENT PERMIT AND A COASTAL

DEVELOPMENT PERMIT FOR THE RELOCATION AND
REDEVELOPMENT OF 250 SOUTH SURFSIDE DRIVE AS A PACIFIC

MARITIME ASSOCIATION (PMA) AND INTERNATIONAL LONGSHORE
AND WAREHOUSE UNION (ILWU) LOCAL 46 FACILITY (APN 207-0-260- 425) AND FINDING THE PROJECT CATEGORICALLY EXEMPT FROM
CEQA
RECOMMENDATION:

It is recommended that the City Council:

1. Open the public hearing to take oral and written testimony;

2. Close the public hearing and consider the evidence;

3. Adopt a Resolution approving Permit No. PHPD-25-2 consisting of a Development Permit and a Coastal Development Permit for the PMA and ILWU Facility (“Project”);

4. Find the Project to be categorically exempt from CEQA; and

5. Direct staff to file a Notice of Final Local Action with the California Coastal Commission following final action.

PROJECT DATA:

Applicant: Pacific Maritime Association on behalf of ILWU Local 46 Location: 250 South Surfside Drive
APN: 207-0-260-425
General Plan Designation: Industrial
Zoning: Light Industrial (M-1)
Coastal Zone: Yes
Coastal Appeal Jurisdiction: Yes
Request: Development Permit and Coastal Development Permit CEQA: Class 32 Categorical Exemption (Sec.15332)
Agenda Item No. 07 Page 1 of 395 CC Agenda 06-01-2026
Permit No. PHPD-25-2 – PMA and ILWU Facility
June 1, 2026

Project Description: The International Longshore and Warehouse Union (ILWU) Local 46 Dispatch Hall currently operates within the secured Port of Hueneme facility at 341 West Port Hueneme Road. The existing dispatch hall serves as the centralized location where longshore workers receive daily job assignments pursuant to Pacific Maritime Association (PMA) shoreman contracts.

The applicant, PMA on behalf of ILWU Local 46, proposes relocation of the existing dispatch and maritime support operations to 250 South Surfside Drive, approximately 0.9 roadway miles east of the current location. The relocation would allow dispatch operations to occur outside of the secured Port gates while continuing to support Port operations and maintaining operational characteristics consistent with those evaluated in the supporting technical studies. In addition to dispatch operations, PMA provides administrative support, labor coordination, workforce training, payroll services, and administration of collective bargaining agreements associated with Port of Hueneme maritime operations.

BACKGROUND:

Existing Conditions
The subject property at 250 South Surfside Drive consists of approximately 2.3 acres and is currently developed with six one-story metal warehouse-style buildings. The existing site has historically been used for storage and light industrial purposes, including RV and vehicle storage. Several buildings are vacant, and portions of the parking lot and landscaping areas are in substandard condition, including aging pavement, limited tree canopy coverage, and minimal streetscape integration along Surfside Drive.

Surrounding Land Uses and Zoning
Direction Existing Use General Plan
Designation
Zoning
Designation
North Public Works
Department
yard, School
bus yard, and
detached
residential
homes
Industrial and
Low Density
Residential
Light Industrial
(M-1) and
Single Family
(R-1)
South Veterans of
Foreign Wars
Post 3953 and
self-storage
Public
Facilities and
Industrial
Light Industrial
(M-1)
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Permit No. PHPD-25-2 – PMA and ILWU Facility
June 1, 2026

Surrounding land uses are shown in the table above. While the Project site is located within an established industrial and harbor-serving area, residential development exists immediately north, northeast, and east of the property and the Bubbling Springs corridor and Moranda Park are directly west.

Accordingly, particular attention was given during project review to operational compatibility, including traffic circulation, parking management, dispatch periods, outdoor training activities, noise, and ongoing monitoring measures. Conditions of approval have been incorporated to ensure that Project operations remain compatible with adjacent residential uses and consistent with the operational assumptions evaluated in the supporting technical studies.

Project Overview
The Project proposes redevelopment and adaptive reuse of the site into a cohesive PMA and ILWU facility supporting maritime and longshore operations associated with the Port of Hueneme. The redevelopment includes building rehabilitation, site modernization, circulation improvements, and related maritime-support facilities, including the following:
● Demolition of three existing small accessory structures and partial demolition of one structure;
● Rehabilitation of two existing front buildings, identified as Office Building 1 (approximately 2,119 square feet) and Office Building 2 (approximately 2,119 square feet), to accommodate PMA administrative offices, maritime staffing functions, training activities, and related support operations; ● Rehabilitation of one existing rear building totaling approximately 10,056 square feet gross floor area for use as the ILWU Local 46 Dispatch Hall, including assembly space, office and support areas, storage, restrooms, and internal circulation corridors;
● Construction of a reconfigured 137-space parking lot; ● Installation of upgraded landscaping and irrigation improvements; ● Replacement of fencing and installation of refuse enclosures; and ● Upgraded site lighting and circulation improvements.

Direction Existing Use General Plan
Designation
Zoning
Designation
East Detached
residential
homes
Low Density
Residential
Single Family
(R-1)
West Public Park –
Moranda
Parks and
Open Space
Park Reserve
(P-R)
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Permit No. PHPD-25-2 – PMA and ILWU Facility
June 1, 2026

The Project includes dispatch operations, PMA administrative office activities, training activities, and related maritime support functions associated with Port of Hueneme longshore operations. Training activities will primarily occur indoors, with limited outdoor maritime training activities occurring intermittently during daytime hours within designated on-site areas. Outdoor training activities will not involve motorized equipment or amplified sound and will operate in accordance with the conditions of approval. The redevelopment will transform the underutilized industrial property into an organized and improved maritime-support facility while maintaining compatibility with surrounding industrial and harbor-serving uses. No substantial expansion of operational intensity beyond what has been analyzed in the supporting technical studies is proposed.

PROJECT ANALYSIS:

General Plan, Local Coastal Program, and Zoning Consistency The property has a General Plan Land Use designation of Industrial and is zoned Light Industrial (M-1). The Industrial designation allows harbor-supporting and industrialserving uses consistent with Port of Hueneme operations. The Light Industrial zoning district permits offices for industrial uses and harbor-related facilities pursuant to Port Hueneme Municipal Code (PHMC) Section 10541.

The dispatch hall functions as a labor coordination facility directly tied to maritime and harbor operations under Pacific Maritime Association shoremen contracts. The relocation maintains the industrial character of the site and does not introduce residential or incompatible commercial activity into the district.

The property is located within the City’s certified Local Coastal Program area and requires approval of a Coastal Development Permit because the proposed redevelopment and change in use constitute “development” within the Coastal Zone pursuant to the California Coastal Act. Coastal consistency and related findings are discussed in the Coastal Development Permit Analysis section below.

The Project has been reviewed for compliance with development standards applicable to the M-1 district pursuant to PHMC Sections 10543, 10301, and 10302, including requirements related to setbacks, height, parking, landscaping, lighting, and screening.

The Project is consistent with the General Plan, Light Industrial zoning standards, and the Local Coastal Program.

Coastal Development Permit Analysis
The Local Coastal Program requires findings that development:
• protects coastal resources;
• minimizes impacts to public access;
• is compatible with surrounding uses;
• protects visual resources; and,
• avoids adverse effects on coastal-dependent uses.

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Permit No. PHPD-25-2 – PMA and ILWU Facility
June 1, 2026

A. Coastal Zone Location and Jurisdiction
The subject property is located within the Coastal Zone as defined by the California Coastal Act. The project site is located within the Coastal Commission’s appeal jurisdiction. Accordingly, any action taken by the City on the Coastal Development Permit is subject to appeal to the California Coastal Commission in accordance with the provisions of the California Coastal Act and the City’s certified Local Coastal Program.

B. Coastal Development Permit Requirement
The proposed project constitutes “development” pursuant to Section 30106 of the California Coastal Act because it involves a change in use of an existing developed site and associated improvements. Accordingly, a Coastal Development Permit is required in addition to the City’s standard land use entitlements and is being processed concurrently with the Development Permit. Accordingly, a Coastal Development Permit is required and is being processed concurrently with the Development Permit.

C. Consistency with Local Coastal Program and Coastal Act The Project was reviewed for consistency with the policies of the City’s certified Local Coastal Program and Chapter 3 of the California Coastal Act. As discussed below, the project is consistent with applicable policies. These findings are subject to potential Coastal Commission review on appeal and must demonstrate consistency with both the LCP and the applicable policies of Chapter 3 of the Coastal Act.

Land Use and Coastal-Dependent Uses
The Project site is designated for industrial use and is developed with existing warehouse buildings. The Project is consistent with the site’s land use designation and zoning.

The Project will serve longshore workers associated with operations at the Port of Hueneme and is functionally related to coastal-dependent industrial activities. While not itself a coastal-dependent use, the project supports the continued operation and efficiency of the Port, which is a key coastal-dependent use. The project will not preclude, interfere with, or displace existing or future coastal-dependent or port-related uses.

Public Access
The Project is located within a previously developed industrial area and will not block, impede, or otherwise adversely affect public access to the coast or recreational opportunities. No public accessways, trails, or coastal access points will be removed or altered. The project will not result in adverse impacts to public access, either directly or cumulatively. As required for development within the appeal jurisdiction, the project has been evaluated for consistency with Coastal Act public access policies, and no adverse impacts have been identified.

Coastal Resources
The subject site is fully developed and does not contain environmentally sensitive habitat areas (ESHA), wetlands, or other coastal resource areas. The proposed project involves reuse of an existing developed site and will not result in significant adverse impacts to biological, marine, or water quality resources.

Visual Resources
The surrounding area is characterized by industrial and port-related development. The Project is consistent with the visual character of the area and will not result in significant Agenda Item No. 07 Page 5 of 395 CC Agenda 06-01-2026
Permit No. PHPD-25-2 – PMA and ILWU Facility
June 1, 2026

adverse impacts to scenic coastal resources. The Project is consistent with the Coastal Act policies for the protection of coastal resources and will not result in significant adverse impacts that would warrant further review by the Coastal Commission.

Traffic and Parking
The Project provides adequate on-site parking and was evaluated through traffic analysis.

Conditions have been incorporated that prevent the project from generating impacts that would adversely affect coastal access or circulation in the surrounding area. No impacts to coastal access or circulation that would raise Coastal Act concerns have been identified.

D. Conclusion
As proposed and conditioned, the project is consistent with the City’s certified Local Coastal Program and the applicable policies of Chapter 3 of the California Coastal Act.

Although the project site is located within the Coastal Commission’s appeal jurisdiction, the Project will not adversely impact coastal resources, public access, or coastaldependent uses, and no coastal issues have been identified that would warrant modification or denial of the project. Accordingly, staff recommends approval of the Coastal Development Permit.

Proposed Operations
As noted above, the Project operates as a structured maritime dispatch, staffing, and training facility supporting Port of Hueneme longshore operations pursuant to contractual obligations between Pacific Maritime Association (PMA) and International Longshore and Warehouse Union (ILWU) Local 46. The primary function of the dispatch hall is to assign longshore workers to Port job assignments, while PMA office operations include administrative functions, payroll services, labor coordination, collective bargaining agreement administration, workforce meetings, and related maritime support activities.

Union members report to the dispatch hall during scheduled dispatch periods each day.

Regular dispatch operations occur during morning dispatch between 6:00 a.m. and 8:00 a.m. and afternoon dispatch between 4:00 p.m. and 7:00 p.m. A third dispatch may occur on a limited, as-needed basis to accommodate temporary surges in Port activity but is prohibited between the hours of 9:00 p.m. and 6:00 a.m. Job assignments are generally distributed within approximately one hour during each dispatch period. Outside of dispatch windows, the facility primarily functions as a maritime staffing, administrative office, and workforce support facility.

The Project also includes workforce training activities associated with longshore operations. Training activities will primarily occur indoors during regular business hours and may include classroom, computer-based, and related maritime workforce instruction.

Limited outdoor maritime training activities may occur intermittently within designated areas of the site during daytime hours. For example, lashing training consists of instructional and demonstration activities related to the securing and unsecuring of cargo containers. Outdoor training activities will not involve motorized equipment or amplified sound and are subject to the operational limitations contained in the conditions of approval. Cargo containers utilized for training purposes may remain on-site as fixed training infrastructure and may be stacked to replicate operational maritime conditions.

These containers are intended solely for instructional use and will not be utilized for cargo Agenda Item No. 07 Page 6 of 395 CC Agenda 06-01-2026
Permit No. PHPD-25-2 – PMA and ILWU Facility
June 1, 2026

storage. As noted, all training activities are conducted intermittently and remain subordinate and ancillary to the primary dispatch and office use.

The dispatch hall accommodates periodic dispatch activity throughout the day.

Operations are conducted primarily indoors, with limited outdoor maritime training activities occurring intermittently during daytime hours within designated on-site areas.

Vehicles arrive in concentrated intervals and depart shortly thereafter once assignments are issued. The dispatch hall does not operate as a continuous public gathering space, and vehicles do not remain parked for extended durations beyond dispatch activity.

On a limited basis, ILWU Local 46 may also conduct indoor membership meetings associated with labor operations and collective bargaining activities. Such meetings are ancillary to the approved dispatch hall operations and occur within the enclosed dispatch building.

Relocating the dispatch hall outside of the secured Port gates allows workers to enter the Port only after receiving confirmed assignments, improving internal Port circulation efficiency.

Project Conditions 21 through 29, and 35 through 37 in the attached Resolution (Attachment A) limit hours of operation, dispatch periods, training activities, staffing levels, occupancy, parking operations, and operational intensity to ensure ongoing compatibility with surrounding uses and consistency with the operational assumptions evaluated in the supporting technical studies.

Architectural and Site Improvements
The Project modernizes the existing industrial site while maintaining compatibility with the Light Industrial zoning district. Four small accessory structures will be demolished. Office Building 1 (2,119 SF) and Office Building 2 (2,119 SF) will be rehabilitated to accommodate PMA administrative offices, maritime staffing functions, workforce training activities, and related support uses. The rear dispatch building (10,056 SF gross) will be rehabilitated to accommodate ILWU Local 46 dispatch operations, assembly space, office and support areas, storage, restrooms, and internal circulation corridors.

Exterior improvements include insulated metal wall panel systems (Kinspan “Vale” vertical materials) painted “Pearl Gray,” U.S. Aluminum windows and doors finished in Kynar 500 “Regal Blue,” exposed steel frames and fencing painted Dunn-Edwards DE 5853 “Blue Earth,” six-foot-high wire mesh fencing, CMU refuse enclosures painted “Pewter,” corrugated metal roof and gate materials painted Dunn-Edwards DE 6367 “Covered in Platinum,” and dark bronze light poles.

The redevelopment will replace aging warehouse-style materials with cohesive finishes while preserving the industrial character of the surrounding area.

Landscaping Improvements
The landscaping plan complies with the City of Port Hueneme’s Landscape Design Guidelines adopted December 18, 2023. PHMC Section 10302(C)(3) requires a minimum Agenda Item No. 07 Page 7 of 395 CC Agenda 06-01-2026
Permit No. PHPD-25-2 – PMA and ILWU Facility
June 1, 2026

landscaped area equal to five percent (5%) of the site area for Light Industrial properties.

The proposed landscaping exceeds this requirement.

PHMC Section 10302(C)(4) requires a minimum of thirty-five percent (35%) tree canopy coverage over parking areas at maturity. The Project provides approximately forty percent (40%) canopy coverage, exceeding the required minimum standard.

Enhanced landscaping along the Surfside Drive frontage will improve shade coverage at maturity and integrate with the surrounding community landscape theme. The Project site adjoins residential properties on multiple sides, creating an industrial-residential interface requiring buffering and compatibility measures. Proposed perimeter landscaping and screening vegetation, together with the existing six-foot-high block wall, will provide visual buffering between the industrial site and adjacent residential uses consistent with applicable Port Hueneme Municipal Code landscaping and screening requirements.

Off-Street Parking
PHMC Section 10301 – Off-Street Parking governs parking requirements. The dispatch hall use is not expressly listed within the off-street parking table in Section 10301(B)(1).

PHMC Section 10301 further provides that for unspecified uses, parking requirements shall be fixed by the City Council based upon the most compatible uses specified therein.

To assist staff in establishing an appropriate parking standard for this use, a site-specific Parking Demand Analysis for ILWU 46 Dispatch Hall Technical Memorandum dated September 4, 2025, prepared by Environment, Planning, and Development Solutions (EPD), Inc. (Attachment C), was submitted. The analysis evaluated operational conditions associated with dispatch operations, PMA office activities, workforce training functions, and related maritime support uses at the existing dispatch hall location. Field data collected during a high Port activity day identified a peak parking demand of 85 vehicles.

Based on operational intensity and floor area, projected parking demand at the new location equals 110 spaces.

The Project will construct 137 on-site parking spaces, consisting of 105 standard spaces, 27 compact spaces (20% maximum allowed under PHMC Section 10301(B)(4)), and five accessible spaces. The Project will construct 137 on-site parking spaces, consisting of 105 standard spaces, 27 compact spaces (20% maximum allowed under PHMC Section 10301(B)(4)), and five accessible spaces. The approved site plan also identifies a limited area utilizing five parking spaces for intermittent outdoor lashing training activities associated with workforce training operations. The proposed parking supply maintains adequate parking capacity consistent with the analyzed parking demand identified in the Parking Demand Analysis for ILWU 46 Dispatch Hall Technical Memorandum.

Resolution (Attachment A) Project Conditions 23 through 29 require the Project to maintain adequate on-site parking for approved dispatch operations, PMA office activities, workforce training functions, and related maritime support uses, require directional parking signage, and prohibit vehicle idling. These conditions ensure the Project functions without creating parking-related nuisances or circulation impacts on surrounding streets.

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Permit No. PHPD-25-2 – PMA and ILWU Facility
June 1, 2026

Traffic and Circulation
A comprehensive Traffic Impact Analysis (TIA) was prepared by Environment, Planning, and Development Solutions (EPD), Inc. (Attachment D), dated January 13, 2026. The scope of work for the TIA was reviewed and approved by the City’s Public Works Department prior to preparation. Upon completion, the analysis was reviewed by City staff and accepted as technically adequate.

The TIA evaluated five study intersections along Port Hueneme Road and Surfside Drive, including:
● Port Hueneme Road / Surfside Drive
● Port Hueneme Road / Moranda Parkway – Willowbrook Drive ● Port Hueneme Road / Ventura Road
● Surfside Drive / Project Driveway 1
● Surfside Drive / Project Driveway 2
Particular attention was given to potential circulation and parking effects along the Surfside Drive and the interface west of the Project site where Hueneme residents often park to visit Moranda Park. The analysis evaluated Existing Conditions (2025), Opening Year 2026 Conditions with cumulative growth, and With Project scenarios under two trip distribution assumptions. This approach ensured that traffic impacts were evaluated conservatively.

The Project’s gross trip generation was calculated at 610 daily trips, including 172 AM peak-hour trips and 179 PM peak-hour trips. However, the dispatch hall is a relocation of an existing facility located less than one mile away. The TIA appropriately accounted for relocation credit from the former site at 341 West Port Hueneme Road. The Project will operate consistent with the trip generation assumptions evaluated in the accepted Traffic Impact Analysis, including dispatch operations, PMA office activities, workforce training functions, and related maritime support activities.

Peak activity occurs during short-duration dispatch windows, typically between approximately 6:45 a.m. and 7:45 a.m. and between 4:45 p.m. and 5:45 p.m. These peak windows correspond directly to job distribution periods and do not represent sustained congestion throughout the day. Vehicles arrive, receive assignments, and depart shortly thereafter. Workforce training activities primarily occur during daytime business hours and are operationally separate from peak dispatch activity. Any additional dispatch periods are limited and occur only on an as-needed basis to accommodate temporary Port operational demands.

Intersection analysis demonstrated that all study intersections operate at acceptable Levels of Service under existing conditions and with Project conditions. The Project does not create new intersection deficiencies and does not worsen the existing AM peak-hour deficiency at Port Hueneme Road/Moranda Parkway–Willowbrook Drive. The TIA also included traffic signal warrant analysis, which determined that signalization thresholds are not met at the study locations. Collision data was reviewed over a five-year period and did not reveal crash patterns exceeding thresholds that would require safety improvements.

Agenda Item No. 07 Page 9 of 395 CC Agenda 06-01-2026
Permit No. PHPD-25-2 – PMA and ILWU Facility
June 1, 2026

Under CEQA standards and SB 743 guidance, transportation impacts are evaluated based on vehicle miles traveled and operational deficiencies. The accepted TIA and VMT screening analysis determined that the Project does not generate new net VMT and does not result in significant transportation impacts.

Based on the accepted analysis, there is no nexus or proportional basis to require the Project to fund traffic signal installations or other roadway capacity improvements as part of this discretionary approval. The Project does not create new deficiencies, does not worsen existing conditions, and does not meet signal warrant criteria. Absent a demonstrable impact, the City may not impose traffic improvements that lack a reasonable relationship and proportionality to Project effects.

Although mitigation is not required under CEQA, staff worked closely with the applicant to incorporate operational safeguards that ensure compatibility with Surfside Drive and East Port Hueneme Road. Resolution (Attachment A) Project Conditions 30 through 41 require compliance with the accepted Traffic Impact Analysis assumptions, regulate dispatch operations and parking management, require preparation and implementation of a Transportation Demand Management (TDM) Plan, establish a two-year postoccupancy traffic and parking monitoring program, and provide ongoing operational review and corrective action authority to address verified traffic, circulation, parking, or neighborhood compatibility concerns if they arise. The monitoring and enforcement framework provides a mechanism for evaluating real-world operational conditions and allows the City to require proportional operational adjustments or circulation improvements if warranted based on documented Project-related impacts.

Through this review process, staff ensured that traffic impacts were fully analyzed, appropriately screened under CEQA, and addressed through operational conditions designed to promote compatibility and responsible site management. The resulting conditions provide additional assurance that the Project will operate as a compatible industrial-support facility while remaining consistent with the findings of the accepted Traffic Impact Analysis.

CALIFORNIA ENVIRONMENTAL QUALITY ACT (CEQA):

The Project has been evaluated pursuant to the California Environmental Quality Act (CEQA) and qualifies for a Class 32 categorical exemption under CEQA Guidelines Section 15332 (Infill Development Projects).

Section 15332 applies to projects characterized as infill development that are consistent with the applicable General Plan designation and zoning regulations, occur within city limits on substantially surrounded urbanized sites, and would not result in significant environmental effects. The Project involves redevelopment and adaptive reuse of an existing developed industrial site within an urbanized area for continued harborsupporting operations associated with the Port of Hueneme, including dispatch operations, PMA administrative office activities, workforce training, and related maritime support functions. The Project is consistent with the City’s General Plan Industrial land use designation, Light Industrial (M-1) zoning district, and applicable Local Coastal Program policies.

Agenda Item No. 07 Page 10 of 395 CC Agenda 06-01-2026
Permit No. PHPD-25-2 – PMA and ILWU Facility
June 1, 2026

The Project site is adequately served by existing utilities and public services, and the redevelopment occurs entirely within a previously developed industrial property.

Proposed improvements include demolition of four small accessory structures, rehabilitation and remodeling of three existing buildings, parking lot reconfiguration, landscaping improvements, fencing, and upgraded site lighting and circulation features.

Training activities will primarily occur indoors, with limited outdoor maritime training occurring intermittently during daytime hours in accordance with the conditions of approval. No substantial expansion of operational intensity beyond analyzed conditions is proposed.

Transportation and circulation impacts were evaluated through the accepted Traffic Impact Analysis prepared by Environment, Planning, and Development Solutions (EPD), Inc. The analysis concluded that the Project would not create new intersection deficiencies, would not worsen existing traffic conditions, would not meet traffic signal warrant thresholds, and would not result in a net increase in peak-hour trips compared to the existing dispatch hall operation. Vehicle Miles Traveled (VMT) screening further determined that the relocation occurs within the same regional VMT context and does not generate new net VMT impacts.

The Project site is not located on a designated scenic highway, is not identified on any list of hazardous waste sites compiled pursuant to Government Code Section 65962.5, and does not contain known historic resources. Furthermore, the Project does not involve unusual circumstances, would not contribute to cumulatively considerable impacts, and would not result in significant environmental effects. Operational limitations imposed through the Resolution, including limitations on dispatch periods, workforce training activities, outdoor operations, parking management, and traffic generation, further ensure that the Project remains within the analyzed operational intensity levels.

Accordingly, the Project satisfies the criteria for a Class 32 categorical exemption under CEQA Guidelines Section 15332, and none of the exceptions set forth in CEQA Guidelines Section 15300.2 apply.

PUBLIC HEARING NOTIFICATION:

Notice of the public hearing was provided in accordance with State law, the Port Hueneme Municipal Code, and Local Coastal Program requirements. Notice was mailed to property owners and occupants within the required radius, published, and posted in accordance with applicable noticing requirements. On May 21, 2026, the Community Development Department mailed notices to owners of property within 300 feet of the property on which the project site is located and to residents within 100 feet. In addition, a legal ad was published in the Tri-County Sentry on May 22, 2026.

FISCAL IMPACT:

This Project does not require expenditure of City funds. Permit processing costs are recovered through application fees. The project may also provide secondary economic benefits associated with continued support of Port operations and workforce activity.

Agenda Item No. 07 Page 11 of 395 CC Agenda 06-01-2026
Permit No. PHPD-25-2 – PMA and ILWU Facility
June 1, 2026

STRATEGIC PLAN:

Primary Strategic Pillar(s) and Initiative(s):

Fiscal & Economic Excellence
● Consider the feasibility and long-term value of economic and physical development of the beaches and other high-potential sections of the City Innovation & Opportunity
● Retain and maximize opportunities for local businesses as the backbone of our community
ATTACHMENTS:

A. Resolution
B. PHPD-25-2 - Application Packet & Project Plans
C. Parking Study Analysis for ILWU Dispatch Hall Technical Memorandum prepared by Environment, Planning, and Development Solutions (EPD), Inc. Dated September 4, 2025
D. Traffic Impact Analysis prepared by Environment, Planning, and Development Solutions (EPD), Inc. Dated January 13, 2026
E. Public Hearing Notice
Agenda Item No. 07 Page 12 of 395 CC Agenda 06-01-2026
RESOLUTION NO.

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF PORT HUENEME,

CALIFORNIA, FINDING THE PROJECT CATEGORICALLY EXEMPT FROM

THE CALIFORNIA ENVIRONMENTAL QUALITY ACT AND CONDITIONALLY APPROVING PERMIT NO. PHPD-25-2 CONSISTING OF A DEVELOPMENT

PERMIT AND COASTAL DEVELOPMENT PERMIT FOR THE PACIFIC

MARITIME ASSOCIATION (PMA) AND INTERNATIONAL LONGSHORE AND WAREHOUSE UNION (ILWU) LOCAL 46 FACILITY LOCATED AT 250 SOUTH SURFSIDE DRIVE (APN: 207-0-260-425)
WHEREAS, A public hearing was held as required by law to consider the issuance of Permit No. PHPD-25-2 for a Development Permit and a Coastal Development Permit allowing the project known as the “PMA and ILWU Facility” located at 250 South Surfside Drive, Port Hueneme, California, Ventura County Assessor’s Parcel Number 207-0-260-425 (“Project”); and WHEREAS, the proposed Project represents a discretionary action subject to the environmental review requirements of the California Environmental Quality Act (“CEQA”) of 1970, as amended (Public Resources Code §21000 et. seq.), and by operation of § 15367 of Title 14 to the California Code of Regulations, the City Council of the City of Port Hueneme is deemed “Lead Agency” for the purposes of CEQA; and
WHEREAS, City staff recommended that the City Council find the Project categorically exempt from further CEQA review pursuant to California Code of Regulations, Title 14, §15332 (Class 32 – In-Fill Development Projects); and
WHEREAS, the proposed Project is deemed consistent with, and furthers the objectives and policies of the City’s General Plan, zoning regulations, and Local Coastal Program; and WHEREAS, the City Council considered the effects of the Project on the regional need for public services, and available fiscal and environmental resources before deciding on this matter; and
WHEREAS, City staff recommended conditional approval of Permit Application No.

PHPD-25-2; and
WHEREAS, the applicant submitted an application for a Development Permit and a Coastal Development Permit to allow the redevelopment and adaptive reuse of an existing industrial property for dispatch operations, PMA administrative office activities, workforce training, related maritime support functions, and associated site improvements at 250 South Surfside Drive, Port Hueneme, California, Ventura County Assessor’s Parcel Number 207-0-260-425; and WHEREAS, the subject property is located within the Coastal Zone as defined by the California Coastal Act and within the Coastal Appeals Jurisdiction; and WHEREAS, pursuant to the City of Port Hueneme’s certified Local Coastal Program (LCP), the City has the authority to review and act on Coastal Development Permit applications, with such actions being appealable to the California Coastal Commission in accordance with the Coastal Act; and
WHEREAS, the proposed project constitutes “development” pursuant to § 30106 of the California Coastal Act, as it involves a change in use and associated site improvements, and therefore requires a Coastal Development Permit; and
Attachment A
Agenda Item No. 07 Page 13 of 395 CC Agenda 06-01-2026
CC Resolution No. ___, Page 2 of 15
WHEREAS, the City Council has reviewed the administrative record, including plans, staff reports, and all public testimony, and has considered the Project’s consistency with the certified LCP and Chapter 3 policies of the Coastal Act; and
WHEREAS, the City Council finds the proposed PMA and ILWU Facility is consistent with the Industrial land use designation and applicable zoning regulations. While not a coastaldependent use, the Project supports longshore workers and the continued operation and efficiency of the Port of Hueneme, a coastal-dependent use. The Project will not preclude or interfere with existing or future coastal-dependent or port-related uses; and WHEREAS, the City Council finds the Project is located on a previously developed industrial site and will not block, impede, or otherwise adversely affect public access to the coast or recreational opportunities. No public accessways will be altered or removed; and WHEREAS, the City Council finds the site is fully developed and does not contain environmentally sensitive habitat areas, wetlands, or other coastal resource areas. The Project will not result in significant adverse impacts to biological resources, marine resources, or coastal water quality; and
WHEREAS, the City Council finds the Project is compatible with the existing industrial character of the surrounding area and will not adversely affect scenic coastal resources or public views; and
WHEREAS, the City Council finds the Project provides adequate on-site parking and will not significantly increase traffic or adversely impact coastal access or circulation; and WHEREAS, the City Council finds that as conditioned, the Project is consistent with the City’s certified LCP and the applicable policies of Chapter 3 of the Coastal Act and will not result in significant adverse impacts to coastal resources or public access.

NOW THEREFORE, THE CITY COUNCIL OF THE CITY OF PORT HUENEME, CALIFORNIA, DOES HEREBY RESOLVE AS FOLLOWS:

SECTION 1: ADMINISTRATIVE FINDINGS
Under the provisions of PHMC § 10352 et. seq., the City Council finds and declares that:

A. Prior to rendering a decision on any aspect of the Project, the City Council considered and reviewed the following materials, all of which are incorporated herein by this reference:

1. All written and oral testimony received in connection with the duly noticed public hearing conducted on June 1, 2026.

2. The staff report prepared by the Community Development Department dated June 1, 2026, together with all exhibits, attachments, technical studies, and supporting materials incorporated therein.

B. That the Conditions of Approval specified in Section 5 below are reasonably related to the use of the premises for which this Development Permit and Coastal Development Permit are to be issued.

C. On the basis of evidence hereinafter listed, all administrative procedures and public participation requirements prescribed in Title 7, Division 1, of the Government Code Agenda Item No. 07 Page 14 of 395 CC Agenda 06-01-2026
CC Resolution No. ___, Page 3 of 15
of the State of California, Article X, PHMC § 10352, and Division 13 of the California Public Resources Code commencing with § 21050, and Title 14 of the California Code of Regulations commencing with § 15000, as such procedures and requirements pertain to this Project and CEQA have been lawfully satisfied.

SECTION 2: CEQA FINDINGS
A. The following environmental findings are made based on upon the staff report dated June 1, 2026, and the Project description:

1. The Project is consistent with the City’s General Plan, zoning regulations, and applicable Local Coastal Program policies, including the Project site’s Industrial General Plan designation and Light Industrial (M-1) zoning classification.

2. The Project site is located within the City limits on a developed industrial property substantially surrounded by urban uses.

3. The Project site is not known to contain habitat for endangered, rare, or threatened species.

4. Approving the Project would not result in any significant effects related to traffic or circulation, as demonstrated by the accepted Traffic Impact Analysis dated January 13, 2026, which concluded that the Project would not create new transportation deficiencies, would not worsen existing intersection deficiencies, would not meet traffic signal warrant thresholds, and would not result in a net increase in peak-hour trips beyond existing dispatch hall operations and would not result in a net increase in peak-hour trips beyond the operational assumptions evaluated in the accepted Traffic Impact Analysis. Noise, air quality, and water quality impacts are similarly less than significant

5. The Project is not expected to result in substantial pollution.

6. The Project area can be adequately served by all required utilities and public services.

7. The Project will not exceed the existing or planned capabilities of the sewage system.

8. The Project will not exceed the existing or planned capabilities of the solid waste system.

9. The Project is not expected to create unavoidable health hazards nor expose people to substantial health hazards.

10. The Project is not expected to have an adverse impact on adequate fire protection services.

11. The Project will not result in a population that exceeds a level of service of one officer per 1,000 residents, nor result in the average response time to emergency calls to exceed three minutes.

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B. Based on the facts and conclusions identified in this Resolution and the evidence contained in the administrative record, the City Council finds that this Project is categorically exempt from further CEQA review pursuant to California Code of Regulations, Title 14, § 15332 (Class 32 – In-Fill Development Projects).

C. The City Council further finds that none of the exceptions to categorical exemptions set forth in State CEQA Guidelines § 15300.2 apply to the Project. The Project is located on a developed industrial site within an urbanized area and does not involve unusual circumstances that would result in a significant environmental effect. The Project would not result in cumulatively considerable impacts, would not damage scenic resources or historic resources, and is not located on a hazardous waste site as defined by statute. Supporting technical studies demonstrate that the Project would not result in significant impacts related to traffic, circulation, or Vehicle Miles Traveled. Operational characteristics, including parking supply, trip generation, dispatch periods, workforce training activities, outdoor operational limitations, hours of operation, and occupancy limits, are further regulated through the conditions of approval to ensure ongoing consistency with the Project analyzed in the administrative record and supporting technical studies.

SECTION 3: DEVELOPMENT PERMIT FINDINGS
A. The City Council finds that the Project is consistent with the City of Port Hueneme General Plan, applicable zoning regulations, and the City’s certified Local Coastal Program. The Project site is designated Industrial under the General Plan and zoned Light Industrial (M-1). The proposed PMA and ILWU Facility, including dispatch operations, administrative offices, workforce training activities, and related maritime support functions, is compatible with and furthers the intent of the Industrial land use designation and applicable zoning regulations. The Project supports maritime workforce operations associated with the Port of Hueneme and promotes continued industrial and economic activity within an existing developed industrial area.

B. The City Council finds that the Project is compatible with surrounding existing and planned land uses. The Project involves the adaptive reuse and redevelopment of an existing industrial site and is designed to operate in a manner compatible with nearby industrial, maritime, and surrounding uses. As conditioned, operational characteristics including parking management, circulation controls, hours of operation, outdoor activity limitations, traffic management measures, and ongoing monitoring requirements will ensure compatibility with adjacent properties and minimize potential land use conflicts.

C. The City Council finds that the Project can be adequately served by existing and planned public facilities and services, including utilities, roadway infrastructure, police protection, fire protection, sanitation services, and other public services. The Project will not exceed the capacity of existing infrastructure systems, and the record demonstrates that adequate services and facilities are available to accommodate the Project.

D. The City Council finds that, as conditioned, the Project will not be detrimental to the public health, safety, comfort, convenience, or general welfare of persons residing or working in the surrounding area. The Project has been evaluated through technical studies and environmental review and incorporates operational conditions and mitigation measures intended to address traffic, circulation, parking, noise, and neighborhood compatibility considerations. The Conditions of Approval provide Agenda Item No. 07 Page 16 of 395 CC Agenda 06-01-2026
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ongoing oversight mechanisms to ensure the Project operates in a manner protective of public health, safety, and welfare.

SECTION 4: COASTAL DEVELOPMENT PERMIT FINDINGS
Pursuant to PHMC §10356 et seq. and the City’s certified Local Coastal Program, the City Council finds and declares as follows:

A. The Project, as conditioned, is consistent with the policies and requirements of the City of Port Hueneme certified Local Coastal Program ("LCP") and applicable provisions of Chapter 3 of the California Coastal Act. The proposed adaptive reuse and redevelopment of the existing industrial site maintains and supports industrial and maritime-related activities while remaining compatible with surrounding land uses and coastal policies.

B. The City Council finds that the proposed PMA and ILWU Facility supports the continued operation and efficiency of the Port of Hueneme, a coastal-dependent use.

While the Project itself is not a coastal-dependent use, it provides workforce dispatch, administrative support, and related maritime functions serving Port activities. The Project will not preclude, interfere with, or displace existing or future coastaldependent or port-related uses.

C. The Project is located on an existing developed industrial site and will not block, impair, or adversely affect public access to the coast or recreational opportunities. No public accessways, coastal access opportunities, or recreational resources will be altered or removed as part of the Project
D. The Project site is fully developed and urbanized and does not contain environmentally sensitive habitat areas, wetlands, marine resources, or other protected coastal resources. The Project will not result in significant adverse impacts to biological resources, coastal water quality, or coastal resource areas.

E. The Project is compatible with the existing industrial and maritime character of the surrounding area and will not adversely affect scenic coastal resources, coastal views, or visual character.

F. The Project provides adequate on-site parking and circulation improvements and will not significantly impair coastal access, public circulation, or transportation facilities serving the Coastal Zone. Traffic and parking impacts have been evaluated through accepted technical studies and are further addressed through conditions of approval and ongoing operational monitoring requirements.

G. Based upon the findings contained herein and the administrative record, the City Council hereby approves Coastal Development Permit No. PHPD-25-2 for the PMA and ILWU Facility located at 250 South Surfside Drive, subject to all conditions of approval contained in Section 5 of this Resolution.

SECTION 5: PROJECT APPROVAL AND CONDITIONS OF APPROVAL
A. Based upon the foregoing findings and evidence contained in the administrative record, the City Council hereby approves Permit No. PHPD-25-2 consisting of a Development Permit and a Coastal Development for the PMA and ILWU Facility located at 250 South Surfside Drive, subject to the following Conditions of Approval:

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General Project and Community Development Conditions

1. This approval authorizes the relocation and operation of the International Longshore and Warehouse Union (ILWU) Local 46 Dispatch Hall and Pacific Maritime Association (PMA) offices at 250 South Surfside Drive, as described in the Project application, accompanying Project Description document, Staff Report, and supporting technical studies. The Project shall be developed and operated in substantial conformance with the approved plans and operational assumptions relied upon by the City Council as described in the Applicant's written application and as depicted on exhibits specifically labeled as Sheet A "Proposed Site Plan," Sheet B "Proposed Office Buildings No. 1 and 2 Elevations,” Sheet C "Proposed Dispatch Building Elevations," Sheet D "Proposed Gates, Fences, and Refuse Enclosures Elevations" all dated June 11, 2025, Sheets 4.0-6.0 "Grading Plans," Sheet LP-2 "Preliminary Landscape Plan," dated June 1, 2025, Sheet E1.0 “Site Lighting” dated September 4, 2025, Environment Planning Development (EPD) Solutions, Inc. prepared “Parking Demand Analysis for ILWU 46 Dispatch Hall” document dated September 4, 2025, and EPD Solutions, Inc. prepared “ILWU 46 Dispatch Hall Traffic Impact Analysis” document dated January 13, 2026.

2. City approval is granted to the Applicant for the Development Permit and location as described in the Staff Report dated June 1, 2026. Any additional beyond that shall receive prior authorization and coordination by the City’s Director of Community Development (“Director”).

3. The development authorized by this Permit shall be carried out in a manner fully consistent with the City’s certified Local Coastal Program (LCP) and the applicable policies of Chapter 3 of the California Coastal Act. Any future modifications to the approved project shall be reviewed for consistency with the LCP and Coastal Act and may require an amendment to this Permit.

4. Permit No. PHPD-25-2, consisting of a Development Permit and Coastal Development Permit, shall expire twenty-four (24) months following the effective date of the approval unless exercised through commencement of substantial construction, substantial use, or issuance of required permits.

Prior to expiration, the Director of Community Development may approve an extension consistent with the Port Hueneme Municipal Code and applicable Local Coastal Program requirements.

5. That the location and development of all structures, streets, driveways, parking areas, landscaping, fencing, lighting, utilities and other such facilities and features shall be shown in all the Preliminary Development plans accompanying the Staff Report, except or unless indicated otherwise herein. The architecture, color, texture and physical composition of all exterior building surfaces shall conform to the elevations depicted as attachments to the Staff Report, or as amended herein.

6. That any mechanical and/or electrical equipment on the site shall be appropriately screened from public view in a manner acceptable to the City’s Director of Community Development or as otherwise governed by the provisions of Section 10203 of the Port Hueneme Municipal Code.

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7. Permittee agrees to indemnify and hold the City harmless from and against any claims, actions, damages, costs (including, without limitation, attorney's fees), injuries, or liability arising from the City's approval of this Resolution. Should the City be named in any suit, or should any claim be brought against it by suit or otherwise, whether the same be groundless or not, arising out of the City's approval of this Resolution, the Permittee agrees to defend the City (at the City's request and with counsel satisfactory to the City) and will indemnify the City for any judgment rendered against it or any sums paid out in settlement or otherwise. For purposes of the section, "the City" includes the City of Port Hueneme's elected officials, appointed officials, officers, and employees.

8. Permittee agrees that if any of the conditions or limitations of this Permit are held to be invalid by a court of competent jurisdiction, that holding will render this Permit to be null and void.

9. Violation of any of the conditions of this Permit will be considered a violation of the Port Hueneme Municipal Code and will constitute grounds for revocation of said Permit..

10. The terms and conditions of this Permit shall be perpetual and all its future successors and assigns in interest to the Premises and Permit shall be bound hereunder.

11. That the Permittee shall pay all fees in the amounts then prescribed by ordinance, resolution, statute or other such instrument of law which apply to the Project, except and unless otherwise waived or modified by the City under the City’s authority.

12. Permittee must obtain all required building permits and shall ensure that all building construction complies with all applicable City Building Code requirements. Prior to issuance of a building permit, Permittee shall submit detailed construction plans to the City for review and approval by the Community Development Department, Public Works Department, and Ventura County Fire Department. All construction must be approved by the City and applicable Ventura County agencies prior to the issuance of a Certificate of Occupancy.

13. Permittee shall comply with the terms of the “Parking Demand Analysis for ILWU 46 Dispatch Hall” as completed by EPD Solutions, Inc. dated September 9, 2025. In accordance with this analysis, ample parking must always be provided for dispatch hall, employees and approved uses; failure to do so may be considered a nuisance subject to enforcement action.

14. Permittee agrees that outdoor uses not incidental to maritime dispatch and training are prohibited on the site and that any such outdoor event held in the parking lot or common areas shall require a Special Use Permit from the City. The applicant is responsible for submitting a timely and complete application prior to the event date, along with payment of all applicable fees. As part of the application process, the applicant must demonstrate that adequate parking will be provided for the proposed event, to the satisfaction of the City.

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15. Training activities may occur both indoors and, on a limited basis, outdoors. Outdoor training activities will be subordinate to the primary dispatch and office use, occur intermittently rather than continuously, and will be conducted without motorized vehicles or amplified sound. Outdoor training activities will be limited to the hours of 8:00 a.m. to 4:00 p.m. to avoid peak dispatch periods. All site activities, including indoor and outdoor uses, shall be conducted in a manner that does not result in unmet parking demand.

16. Prior to issuance of a Certificate of Occupancy, the Permittee shall install landscaping and upgrade the on-site permanent irrigation system to ensure the successful installation and long-term health of the landscape plan as shown on Sheet LP-1 of the plans approved on June 1, 2026. The applicant shall make every effort to maintain the landscaping in a weed-free, healthy, and well-kept condition at all times. Any dead or dying plant material shall be replaced with like-for-like species within thirty (30) calendar days of identification or notification by the City

17. Permittee agrees to remove or cover any graffiti on the property within five (5) business days of its appearance. All metal elements on-site, including building components and fencing materials, shall be maintained in a rustfree condition. The fence and gate materials shall be painted and kept in good condition, free from weathering, peeling, or visible deterioration.

18. That all improvements constructed on the site including, without limitation, all parking areas, landscaping, irrigation, monument and building signs, lighting and exterior building surfaces, shall be maintained by the Permittee, at the Permittee's expense, in a continuous state of good condition and repair, clean and free of rubbish, to the satisfaction of the City’s Community Development Director consistent with the City’s property maintenance standards set forth in the City’s Zoning Ordinance.

19. That the hours of construction of this project shall be limited to weekdays from 7:00 a.m. to 7:00 p.m., and from 9:00 a.m. to 6:00 p.m. on Saturdays and federal holidays.

20. That the conditions of approval prescribed in this Resolution supersede all conflicting notations, specifications, dimensions, or typical sections which may be shown on the Preliminary Development Plans.

21. The Project is approved solely as a dispatch hall and associated maritime staffing office use with ancillary outdoor maritime training. Any expansion, intensification, or change in use shall require a new or modified discretionary approval.

22. Dispatch operations shall be limited to two daily dispatch periods:
morning dispatch from 6:00 a.m. to 8:00 a.m. and afternoon dispatch from 4:00 p.m. to 7:00 p.m. A third dispatch may occur on a limited, asneeded basis to accommodate temporary surges in port activity. Such additional dispatch periods shall not occur between the hours of 9:00 p.m. and 6:00 a.m.

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Parking and Circulation

23. All parking demand associated with the Project shall be accommodated entirely on-site. The Project shall maintain a minimum of one hundred ten (110) on-site parking spaces available for use at all times. A total of one hundred thirty-seven (137) on-site parking spaces shall be striped on the site in accordance with the approved site plan.

24. The Project shall be operated in full compliance with the Parking Demand Analysis for ILWU 46 Dispatch Hall, prepared by EPD Solutions, Inc., dated September 4, 2025. The parking supply and operational assumptions contained therein are incorporated by reference and made conditions of approval.

25. Project-related employees, visitors, and dispatch personnel should use the off-street parking lot for parking and avoid parking on public streets, including Surfside Drive and adjacent residential streets, whenever possible.

26. The Permittee shall install and maintain on-site signage clearly directing all employees and visitors to park on-site only, including directional signage indicating parking areas located at the rear of the site. All signage design and placement shall be subject to the Community Development Director’s approval.

27. Vehicle queuing on public streets is prohibited. Adequate on-site queuing capacity shall be maintained at all times to prevent spillback onto Surfside Drive.

28. Internal circulation shall be designed and operated to minimize conflicts with surrounding residential areas. Directional signage and circulation controls shall be installed as necessary to route Project traffic directly to and from arterial roadways.

29. Vehicle idling on the Project site is prohibited at all times. Vehicles shall be turned off immediately upon parking or waiting, including during dispatch periods, except as required for emergency or safety purposes.

Traffic and Circulation

30. The Project shall be operated in accordance with the Traffic Impact Analysis for ILWU 46 Dispatch Hall, prepared by EPD Solutions, Inc., dated January 13, 2026. The trip generation assumptions and operational characteristics analyzed therein are incorporated by reference.

31. The Project shall not result in a net increase in 172 AM or 179 PM peakhour vehicle trips beyond those generated by the former dispatch hall at 341 West Port Hueneme Road. Any increase shall require permit modification and additional environmental review, as applicable.

32. Dispatch operations shall be managed to minimize congestion during regional and neighborhood peak traffic periods, including staggering arrivals and departures as necessary.

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33. Prior to issuance of a Certificate of Occupancy, the Permittee shall prepare and submit a Transportation Demand Management (TDM) Plan for review and approval by the City’s Community Development Director and Public Works Department. The TDM Plan shall be designed to minimize Projectrelated traffic, parking demand, and neighborhood impacts, particularly during AM and PM peak dispatch periods, and shall be consistent with the operational assumptions evaluated in the approved Traffic Impact Analysis.

The TDM Plan shall include, at a minimum, applicable measures such as carpool and vanpool coordination, staggered dispatch or arrival procedures, designation of an on-site transportation coordinator, employee and visitor parking management strategies, and operational measures to discourage single-occupant vehicle trips.

The TDM Plan shall evaluate Project-related traffic operations associated with the PMA and ILWU facility at 250 South Surfside Drive, including vehicle arrivals and departures, queuing, parking demand, and on-site circulation, and shall assess whether such operations result in adverse traffic circulation or traffic safety conditions along South Surfside Drive and Port Hueneme Road.

Based on this evaluation, the TDM Plan shall identify and implement operational measures necessary to minimize or correct any identified Project-related impacts to traffic flow, access, safety, or neighborhood conditions, subject to City review and approval.

The evaluation shall be limited to Project-generated traffic and operational characteristics and shall not require analysis of unrelated or third-party traffic sources.

The TDM Plan is intended as an operational management and implementation plan based on the approved Traffic Impact Analysis and shall not require preparation of a separate traffic impact analysis.

The approved TDM Plan shall be implemented for the life of the Project. If directed by the City based on observed conditions, monitoring results, or verified complaints, the Permittee shall revise and implement additional or modified TDM measures as necessary to mitigate traffic, circulation, or parking impacts, subject to City review and approval. The TDM Plan shall be updated as necessary to reflect findings from the Traffic and Parking Monitoring Reports required under Condition 34.

34. Monitoring, Operational Oversight, and Proportional Traffic Improvements A. Post-Occupancy Traffic and Parking Monitoring
Within six (6) months of commencing operations following issuance of a Certificate of Occupancy, and annually thereafter for a period of two (2) consecutive years, consistent with the Project estimated maturation period identified by the Institute of Transportation Engineers (ITE) Trip Generation Handbook 3rd Edition, the Agenda Item No. 07 Page 22 of 395 CC Agenda 06-01-2026
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applicant shall prepare and submit to the City for review and approval a Traffic and Parking Monitoring Report for purposes of verifying ongoing compliance and protecting public health, safety, and welfare.

The monitoring report shall be prepared by a California-licensed Traffic Engineer and shall evaluate traffic operations, circulation patterns, traffic safety, pedestrian and bicycle conditions, and parking activity along Port Hueneme Road and South Surfside Drive, including intersections and project driveways along those streets generally similar to what was evaluated in the Project traffic study.

The approved Traffic Impact Analysis for the Project establishes the baseline traffic and circulation conditions relied upon by the City at the time of project approval. The purpose of the post-occupancy monitoring required by this condition is to verify ongoing consistency with those baseline assumptions and to allow the City to exercise its police powers to address operational or safety conditions should they arise.

B. Required Monitoring Data and Documentation
Each annual Traffic and Parking Monitoring Report shall, at a minimum, include the following:

I. Daily and peak-period traffic count data documenting traffic volumes attributable to:
• The ILWU Local 46 Dispatch Hall (Projectrelated traffic), II. A year-to-year comparison of traffic and parking
conditions to identify material changes or trends relevant to circulation efficiency.

III. Parking utilization observations to be conducted during representative periods of Dispatch Hall operations.

IV. Identification of any operational conditions or emerging issues affecting traffic flow, safety, queuing, bicycle and pedestrian movements, curbside activity, or parking
management within the monitored roadway segments.

C. City Authority to Require Operational and Circulation Improvements Based on review of any monitoring report, or based on observed conditions, complaints, or operational concerns, the City may require the development to provide for operational or circulation improvements along Port Hueneme Road or South Surfside Drive as reasonably necessary to protect public safety, maintain orderly circulation, and preserve neighborhood compatibility.

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Such improvements may include, but are not limited to:
• Traffic signal timing adjustments
• Traffic signal detection or hardware modifications
• Pavement striping or lane assignment adjustments
• Signage, parking restrictions, loading zone designations, or red curb modifications
• Pedestrian crossing, visibility, or accessibility
enhancements
D. Proportional Cost Allocation Based on Documented Traffic Volumes
If the study discussed in section C is deemed required, and identifies that the increase in trips from the Project is responsible for the degradation of intersections, then the cost of such improvements shall be allocated proportionally based on the most recent approved daily traffic count data, reflecting the relative contribution of traffic volumes attributable to:
• The ILWU Local 46 Dispatch Hall,
E. For any City-required improvements:

I. A conceptual layout and engineer’s estimate of probable cost shall be prepared by a California-licensed Civil Engineer and submitted to the City for review and approval.

II. Prior to commencement of improvements, the applicant shall deposit with the City its proportionate share of the approved improvement costs, in a form acceptable to the City.

F. City-Led Implementation and Reimbursement
I. The City shall be responsible for administering, designing (if applicable), bidding, and constructing any improvements required pursuant to this condition.

II. The City shall prepare and execute a Reimbursement
Agreement and shall seek reimbursement from the Port of Hueneme for its proportionate share of improvement costs based on the approved traffic volume allocation.

G. Continuing Authority and Enforcement
This condition is imposed pursuant to the City’s police powers to regulate land use and circulation in the interest of public health, safety, and welfare. Failure to comply with this condition may result in enforcement action, modification, or revocation of the permit. The City retains continuing authority to require reasonable operational adjustments consistent with documented traffic conditions and proportionality principles.

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Neighborhood Compatibility and Enforcement

35. The Permittee shall prohibit amplified music, amplified sound, or noisegenerating devices on the Project site outside dispatch and office hours.

With the exception of training activities, employees, visitors, and dispatch participants shall not congregate outdoors in a manner that creates noise disturbances audible beyond the property line. Loitering and outdoor gatherings unrelated to dispatch, maritime office, or maritime training operations are prohibited to protect nearby residential uses.

36. The Permittee shall designate an on-site or on-call representative responsible for responding to neighborhood complaints related to parking, traffic, or operations. Contact information shall be provided to the City prior to occupancy.

37. If monitoring or City observation identifies impacts exceeding approved conditions, the City may require operational modifications, additional mitigation, or permit modification.

Threshold and Monitoring

38. For purposes of enforcement, a “verified complaint” shall mean a written or documented complaint received by the City from a resident, property owner, or City staff that identifies Project-related parking, traffic, queuing, noise, or circulation impacts occurring outside the approved operational parameters.

39. If the City receives any of the following within a rolling twelve (12) month period, the Permittee shall be subject to mandatory operational review: - Three (3) or more verified complaints related to on-street parking, traffic congestion, or vehicle queuing; or
- Two (2) or more verified complaints related to unsafe circulation conditions or blockage of public streets; or
- Any single verified complaint substantiated by City staff involving obstruction of emergency access or traffic hazards.

40. Pending City review of the Corrective Action Plan, the City may require interim operational measures, including but not limited to reduced dispatch capacity, modified dispatch timing, additional on-site staffing, or temporary traffic control measures, to immediately address neighborhood impacts.

41. If the City determines that operational impacts persist after implementation of corrective actions, the City may require additional mitigation, impose further operational restrictions, or initiate proceedings to modify or revoke the permit.

SECTION 6: COASTAL APPEAL PROCEDURES
A. This action is appealable to the California Coastal Commission pursuant to the California Coastal Act, the City’s certified Local Coastal Program, and PHMC §10356.

B. Pursuant to Public Resources Code §30510, the City Council intends to implement the City’s Local Coastal Program in a manner fully consistent with the California Coastal Act.

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C. Staff is directed to transmit a Notice of Final Local Action to the California Coastal Commission in accordance with applicable Coastal Act and Local Coastal Program requirements.

D. The Coastal Development Permit approved herein shall not become effective unless and until the applicable appeal period has expired, including the appeal period following receipt by the California Coastal Commission of the City’s Notice of Final Local Action pursuant to PHMC §10356(D). If an appeal is filed, the Coastal Development Permit shall not become effective unless and until final action is taken by the California Coastal Commission.

SECTION 7: The Mayor, or presiding officer, is authorized to sign this Resolution signifying its adoption by the City Council of the City of Port Hueneme, and the City Clerk, or her duly appointed deputy, may attest thereto.

SECTION 8: This Resolution shall take effect immediately upon its passage.

SECTION 9: The City Clerk shall certify to the adoption of this Resolution and enter it into the book of original Resolutions.

PASSED, APPROVED, AND ADOPTED, this 1st day of June, 2026.

Martha R. McQueen-Legohn, Mayor
ATTEST:
________________________________
Georgianna Nicole Alvarez
City Clerk
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CERTIFICATION

STATE OF CALIFORNIA )
COUNTY OF VENTURA ) SS.

CITY OF PORT HUENEME )
I, Georgianna Nicole Alvarez, City Clerk of the City of Port Hueneme, California, do hereby certify that the foregoing Resolution No. ____ was duly adopted at the regular meeting of the City Council on the 1st day of June 2026, by the following vote:

AYES:

NOES:

ABSTAIN:

ABSENT:

Dated:

Georgianna Nicole Alvarez
City Clerk
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Development Permit Applicant
PHPD-25-2
Submitted On: Jun 12, 2025
Primary Location
250 S SURFSIDE DR
PORT HUENEME, CA 93041
John Worthy
805-983-7411 ext. 120
@ [email protected]
Applicant and Project Description
Zone:

M-1
General Plan Land Use:

Industrial
Project Area Size
100,188 SF
Is there another person to be notified?
No
Existing Use:

Multi-Tenant Industrial Bldg. (>2 Tenants, Non-Automotive Use) Describe the proposal in detail
The project involves an existing, (E), industrial lot with 6, existing, 1-story metal bldgs, located at 250 S. Surfside Dr., Port Hueneme, CA. Three of the existing bldgs, will be demolished along with a portion of the East-most bldg, for parking and landscaping improvements. At the front of the lot, two of the (E) bldgs, will undergo exterior and interior remodeling. The 2 front bldgs, will be office bldgs, for the Pacific Maritime Association. At the rear of the lot, and (E) bldg, will undergo exterior and interior remodeling. The rear bldg, will be a dispatch bldg, for the International Longshore and Warehouse Union Local 46.

An incomplete project description could result in project delays and increased environmental analysis costs at a
later date.

Describe any requested legislative entitlements (i.e. General Plan Amendments and Rezone requests) in detail. List ALL policies, text and maps you are requesting to amend and indicate how you wish to amend them. Be as specific as possible.

No amendments.

Hazardous Waste and Substances Statement
Before the City of Port Hueneme can accept an application as complete, the applicant shall consult all of the
hazardous waste lists provided at
http://www.calepa.ca.gov/SiteCleanup/CorteseList and
must submit a signed statement to the City indicating
whether this project and any alternatives are located on a site that is included on any of the lists.

This development project and any alternatives proposed in this application ARE / ARE NOT on the lists compiled pursuant to Section 65962.5 of the California Government Code.

ARE NOT
Environmental Questionnaire
Size of the site (square feet)
100188
Proposed Use
Office Bldg, and Dispatch Bldg.

Number of Units (if Residential) Number of Floors in Non-Residential Building(s) Total Floor Area of Non-Residential Building(s) Present Number of Occupants, Residents, or Employees:

Attachment B
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Pacific Maritime Association
Southern California
PMA (OƯice Bld. 1)
Pacific Maritime Association is a nonprofit organization that provides services to its member companies. Currently PMA services three member companies in Port Hueneme, which is a satellite oƯice in Southern California. PMA conducts business throughout the week consisting of administrative oƯice work, group member meetings, and arbitration hearings.

The function of PMA is to provide training, payroll services, and administer the coastwise collective bargaining agreement (CBA) between PMA and the ILWU. The primary function of administering the CBA is to consult our member companies on the correct application of the contract and address any contractual disputes with the ILWU.

Training (OƯice Bld. 2)
PMA provides training to members of the ILWU as part of their job requirements. The function of PMA is to provide onsite computer training courses in our oƯice during regular business hours.

Lashing training is provided to new applicants seeking employment under the CBA.

The purpose of the lashing training is to verify that new applicants can meet industry requirements by raising a ten-foot metal pole onto a shipping container. As part of their training, they will demonstrate that they can unlock the container with the pole. Lashing training is infrequent and only administered based on industry needs. There is no motorized equipment used during the training, and the course consists of small groups of students.

This training will take place in a designated location in the parking lot.

Joint Dispatch Hall (Dispatch Bld.)
The Joint Dispatch Hall is operated by PMA and ILWU Local 46. Local 46 represents ILWU membership in Port Hueneme, which provides labor to meet the needs of the port.

The key function of the dispatch hall is to post and distribute the available jobs to members of the ILWU. The process of dispatching jobs will take place inside the property building.

After selecting a job, each member will report to their job at the port.

On a monthly basis the Union will hold a stop work membership meeting during the night shift. This meeting allows members to discuss topics regarding their industry and contractual needs. This meeting will take place indoors.

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ILWU-PMA Local 46 Dispatch Hall
250 South Surfside Drive, Port Hueneme
Community Benefits Statement
The Pacific Maritime Association (“PMA”) seeks to develop 250 South Surfside Drive in the City of Port Hueneme to serve as a dispatch hall for the International Longshore and Warehouse Union (ILWU) Local 46, and for the benefit of the Port Hueneme community.

Currently, Local 46 is dispatched from a hall inside the gates of the Port itself, which the Local has outgrown. In addition to alleviating traffic conditions on and around Port Hueneme Road (where the current dispatch hall is located), PMA and the ILWU believe the project provides benefits for the Port Hueneme community at large.

The ILWU Local 46 has represented dockworkers in Port Hueneme reaching back to the 1930’s. Many of the Union’s dispatching practices are rooted in this history. For years, the membership has gathered in the dispatch hall to organize and distribute jobs at the Port to its members. These procedures have been enshrined in the collective bargaining agreement between the ILWU and PMA, which establishes the dispatch hall as a location where Local 46 can gather and maintain their unity. A significant portion of Local 46’s membership are Port Hueneme residents, many with families that have lived and worked at the Port and in the surrounding area for generations.

The presence of the ILWU and its dispatch hall are a valuable benefit to the community in the City of Port Hueneme. Local 46 members are also members of the Port Hueneme community, providing a strong driver of local business. In addition to representing many Port Hueneme residents in secure, well-paying jobs, Local 46 regularly holds charity events and gathers donations for others in need. This type of charity is a tradition for ILWU locals up and down the West Coast. For instance, other ILWU locals regularly host food drives in their dispatch hall parking lots.

Local 46 looks forward to being able to increase its charitable activities in the City of Port Hueneme in connection with the construction of a new dispatch hall. Local 46 is unable to host public events at its current dispatch hall, because it is within the secure perimeter of the Port. The City Council’s approval of a new dispatch hall will allow Local 46 to increase its engagement with the Port Hueneme community. Local 46 is excited about the possibility of hosting charity drives, pop-up markets and other public events on the property. The parking lot could be made available during off-hours as a staging area for other public events happening elsewhere in the City.

For these reasons, ILWU Local 46 and PMA look forward to the project’s approval and the chance to provide even greater benefits to the City of Port Hueneme.

Agenda Item No. 07 Page 35 of 395 CC Agenda 06-01-2026
STATE_NAME ZIP_CODE CITY_NAME TOTAL
CA 90001 Los Angeles 1
CA 90047 Los Angeles 2
CA 90220 Compton 3
CA 90222 Compton 1
CA 90223 Compton 1
CA 90247 Gardena 1
CA 90260 Lawndale 1
CA 90275 Rancho Palos Verdes 1
CA 90280-6515 South Gate 1
CA 90703 Cerritos 1
CA 90706 Bellflower 1
CA 90713 Lakewood 1
CA 90715-1535 Lakewood 1
CA 90717 Lomita 1
CA 90723 Paramount 1
CA 90731 SAN PEDRO 1
CA 90731 San Pedro 1
CA 90732 San Pedro 1
CA 90744 Wilmington 5
CA 90745 Carson 6
CA 90805 Long Beach 3
CA 90805-4724 Long Beach 1
CA 90808 Long Beach 1
CA 90814 Long Beach 1
CA 91320 Newbury Park 2
CA 91331 Pacoima 1
CA 91360-1614 Thousand Oaks 1
CA 91362 Thousand Oaks 1
CA 91387 Canyon Country 1
CA 91402 Panorama City 1
CA 91978 Spring Valley 1
CA 92004 Borrego Springs 1
CA 92084 Vista 1
CA 92104 San Diego 1
CA 92115-6585 San Diego 1
CA 92346 Highland 1
CA 92557 Moreno Valley 2

PACIFIC MARITIME ASSOCIATION

ZIP CODE BY EMPLOYEE
As of 01/29/2026
WORKFORCE - THE Port Of Hueneme
(ZipCode.fex) emoren - Run Date: 01/29/26 - 13.46.12
Agenda Item No. 07 Page 36 of 395 CC Agenda 06-01-2026
CA 92683 Westminster 1
CA 92801 Anaheim 1
CA 93001 Ventura 7
CA 93001-1427 Ventura 1
CA 93001-4117 Ventura 1
CA 93002 Ventura 1
CA 93003 Ventura 22
CA 93004 Saticoy 1
CA 93004 Ventura 14
CA 93004-2234 Ventura 1
CA 93006 Ventura 1
CA 93010 Camarillo 27
CA 93010-2054 Camarillo 1
CA 93010-2719 Camarillo 1
CA 93012 Camarillo 6
CA 93012-8060 Camarillo 1
CA 93015 Fillmore 3
CA 93016 Fillmore 1
CA 93021 Moorpark 9
CA 93022 Oak View 1
CA 93023 Ojai 2
CA 93030 El Rio 2
CA 93030 Oxnard 2
CA 93030 Oxnard 62
CA 93030-3253 Oxnard 1
CA 93030-3914 Oxnard 1
CA 93030-5508 Oxnard 1
CA 93031 Oxnard 3
CA 93032 Oxnard 1
CA 93033 Oxnard 89
CA 93033-4710 Oxnard 2
CA 93033-6420 Oxnard 1
CA 93033-6609 Oxnard 1
CA 93033-7540 Oxnard 1
CA 93035 Oxnard 39
CA 93035-1417 Oxnard 1
CA 93035-4369 Oxnard 1
CA 93036 Oxnard 1
CA 93036 Oxnard 93
CA 93036-1306 Oxnard 1
CA 93036-2444 Oxnard 1
CA 93036-2502 Oxnard 1
CA 93036-2798 Oxnard 2
CA 93041 Port Hueneme 40
CA 93041-3103 Port Hueneme 1
CA 93041-3124 Port Hueneme 1
CA 93044 Port Hueneme 6
Agenda Item No. 07 Page 37 of 395 CC Agenda 06-01-2026
CA 93060 Santa Paula 13
CA 93063 Simi Valley 1
CA 93065 Simi Valley 3
CA 93108 Montecito 1
CA 93309 Bakersfield 1
CA 93561 Tehachapi 1
CA 93618 Dinuba 1
TOTAL 532
Agenda Item No. 07 Page 38 of 395 CC Agenda 06-01-2026
September 3, 2025
City of Port Hueneme Planning Dept.

Attn: Jose Coyotl

TREE SUITABILITY
Note that the trees selected along the required path of travel are suitable and can reach full maturity.

Respectfully submitted,
PS Miller
Philip S. Miller
Agenda Item No. 07 Page 39 of 395 CC Agenda 06-01-2026
Agenda Item No. 07 Page 40 of 395 CC Agenda 06-01-2026
1672 Donlon Street
Ventura, CA 93003
Local 805 654-6977
Fax 805 654-6979
Delivering excellence through experience www.jdscivil.com K:\STA36745\Hydro\Preliminary\6745 Preliminary Drainage Report.doc

E N G I N E E R S P L A N N E R S S U R V E Y O R S C O N S T R U C T I O N M A N A G E R S STA03.6745
Sept 5, 2025
City of Port Hueneme - Public Works Department
Raymond Gutierrez Jr.
250 N. Ventura Road
Port Hueneme, CA 93041
Subject: Pacific Maritime Association (PMA) Longshoremen Call Center—Preliminary Hydrology
Dear Raymond,
The Pacific Maritime Association is proposing to redevelop the existing property at 250 Surfside Drive for a union hall. The proposed project is located on a 2.46-acre site within the City of Port Hueneme. The site is currently developed with 6 existing buildings and an asphalt concrete (AC) paved parking lot. As part of the proposed improvements, 3 of the existing buildings will be demolished, while the remaining 3 structures will be retained and repurposed for future use. The existing parking lot will be reconfigured to improve circulation and efficiency, and new landscaping will be incorporated throughout the site to enhance aesthetics and environmental quality. The intent of this letter is to address stormwater compliance.

Drainage Patterns
In the existing condition, the 2.46-acre site is currently developed with 6 buildings and an asphalt concrete parking lot. Surface drainage flows generally from east to west, with runoff exiting the site through one of two driveways along Surfside Road. Once offsite, stormwater flows north along a concrete gutter within Surfside Road, where it is captured by curb-opening catch basins. These basins convey the runoff across Surfside Road and discharge it into Bubbling Springs Creek located in the adjacent park to the west.

In the proposed condition, the east-to-west flow direction is maintained. The site is divided into three sub-areas, see the attached "Hydrology Exhibit" for reference of location:
• Sub-area A: Runoff is directed into one of multiple biofiltration planter boxes located in landscaped areas. Planter boxes in the parking lot have curb cuts on the upstream side for inflow and downstream curb cuts for overflow once the 1-foot ponding depth is reached. Overflow continues to other boxes or into a ribbon gutter that conveys flow to a large planter box along Surfside Drive. All planter boxes include perforated underdrains. These boxes connect to an overflow pipe system that discharges to a bubbler catch basin. When full, the basin overflows to Surfside Drive at the northern driveway.
• Sub-area B: Runoff is directed toward a curb & gutter and a curb cut allows flows to enter the large planter box along Surfside Drive.

Agenda Item No. 07 Page 41 of 395 CC Agenda 06-01-2026
• Sub-area C: Located in the public right-of-way, this area continues to drain to the existing gutter in Surfside Road.

It is anticipated that during most years, any ponded water that does not exit through the overflow system will infiltrate on-site. During especially wet seasons, standing water within the planter boxes may require mechanical removal via a sump pump.

Stormwater Flows
Stormwater flows for the developed condition were calculated using the Modified Rational Method, in accordance with the Ventura County Watershed Protection District Hydrology Manual. Due to the relatively small size of the site (2.46 acres), a minimum time of concentration of 5 minutes was assumed, as allowed by the manual. This conservative assumption ensures that peak flow rates are appropriately estimated for design purposes.

We are decreasing impervious area and therefore peak runoff, as a result detention is not required.

Existing Proposed
Q10 (CFS) 6.5 6.5
Q50 (CFS) 8.7 8.7
Q100 (CFS) 9.7 9.7
Table 1: Existing and Proposed Flows
MS4 Requirements
This project is subject to the 2021 Ventura County MS4 Permit (Order R4-2021-0105).

Infiltration-based BMPs are technically infeasible due to high groundwater conditions. The geotechnical report prepared by Gold Coast Geoservices, Inc. (File No. GC25-043579) indicates that groundwater was not encountered during subsurface exploration; however, historical data shows groundwater levels less than 5 feet below ground surface. This shallow depth limits the viability of infiltration systems due to potential impacts on soil stability and treatment performance.

As an alternative compliance strategy, the site will treat approximately 95% of runoff using biofiltration planter boxes. These provide treatment through filtration and vegetative uptake.

Overflow from the parking lot planter boxes is routed to a bubbler catch basin through a series of storm drain pipes, which discharges to the northern driveway.

The required Stormwater Quality Design Volume (SQDV) was calculated using the Ventura County Technical Guidance Manual. The SQDV spreadsheet indicates a treatment area of 4,470.6 square feet with 1 foot of ponding is required. The proposed design includes 4,491 square feet of planter boxes with 1 foot of ponding, exceeding the required treatment area. The system may be refined during final design to maintain compliance.

Agenda Item No. 07 Page 42 of 395 CC Agenda 06-01-2026
Conclusion
This preliminary analysis for proposed improvements indicates that the development can meet Ventura County MS4.

Sincerely,
Sanbell (formerly Jensen Design & Survey, Inc.)
Robert Harvey, P.E.

Agenda Item No. 07 Page 43 of 395 CC Agenda 06-01-2026
Enclosures:

Preliminary Hydrology Exhibit
SQDV Calculations
Groundwater Excerpt of Geotech Report prepared by Gold Coast Geoservices, Inc.

Agenda Item No. 07 Page 44 of 395 CC Agenda 06-01-2026
1672 DONLON STREET PHONE VENTURA, CALIF. 93003 WEB 805/654-6977 www.sanbell.com Agenda Item No. 07 Page 45 of 395 CC Agenda 06-01-2026
Native Grass
Irrigated Turf Grass
X Other
1-1 Aproject=1.96
ac
1-4 IMP = 0.87
1-9 Pi = 0.75 in
1-10 P = 0.0625 ft
Location: Port Hueneme
Type of Vegetation: (Check type used or
describe "Other"
Enter Project Impervious fraction, IMP
Enter the maximum allowable percent of the Project area that may be effective impervious area (%)(refer to
permit), ranges from 5-30% allowable
Determine the maximum allowable effective impervious
area (ac),
EIAallowable = (Aproject)*(%allowable)
Enter Project Area
1-3
1-2 %allowable= 5
Determine the Project Total Impervious Area (ac)
TIA = Aproject*IMP 1-5
Determine the total area from which runoff must be
retained (ac),
Aretain=TIA-EIAallowable
1-6
Determine pervious runoff coefficient using
Table E-1, Cp
1-7
Calculate runoff coefficient
C=0.95*IMP + Cp(1-IMP) 1-8
Enter design rainfall depth of the storm (in), Pi
Calculate Water Quality Design Volume (CF)
SQDV = 43560*C*P*Aproject
1-11
Calculate rainfall depth (ft), P = Pi/12
SQDV = 4470.60 cf
C = 0.84
TIA = 1.70 ac
EIAallowable= 0.10 ac
Project:

Date:

Project Proponent:

Designer:

Surfside Drive
8/7/2025
Sanbell (formerly Jensen Design & Survey, Inc)
Cp = 0.100
Aretain = 1.60 ac
Step 1: Determine Water Quality Design Volume
%
SQDv CALCULATIONS
Agenda Item No. 07 Page 46 of 395 CC Agenda 06-01-2026
2-1 Kdesign= 2.5 in/hr
3-1 SQDV 6705.9 cf
3-3 dp = 1 ft/ft
3-4 tponding= 4.8 hrs
dfiltered,1= 0.6 ft
dfiltered,2= 0.5 ft
3-7 dfiltered= 0.5 ft
3-8 Areq= 4470.6 sf
4-1 Atot= sf
5-1 Qf= 0.2587 cfs
5-2 Se= 0.0050
Step 2: Determine the design percolation rate
Enter the design saturated hydraulic conductivity of the amended filter media (2.5 in/hr recommended rate),
Kdesign
Step 3: Calculate Bioretention/Planter Box surface area Enter Water Quality Design Volume (cf), SQDV
3-2
Enter design saturated hydraulic conductivity (in/hr),
Kdesign
Kdesign= 2.500 in/hr
Enter ponding depth (max 1.5 ft for bioretention, 1-ft
for planter box) above area, dp
Calculate the drawdown time for the ponded water to
filter through media (hours)
tponding = (dp/Kdesign)*12 (tponding=4.8)
3-5 Enter the storm duration for routing calculations (use 3 hours unless there is rationale for an alternative), Trouting Trouting=
Enter minimum slope for energy gradient, Se
Calculated filtered flow rate to be conveyed by the
longitudinal drain pipe,
Qf = Kdesign*Areq/43200
hrs
Step 4: Calculate Bioretention Area Total Footprint
Calculate total footprint required by including a buffer for side slopes and freeboard (sf) [Areq is measured as the filter bottom area (toe of side slopes)], Atot

3.0 Step 5: Calculate the Underdrain System Capacity
Calculate the infiltrating surface area as follows (sf):

Areq = SQDV/(dp + dfiltered)
3-6
Calculate depth of water (ft) filtered by using the
following two equations:
dfiltered,1=(Kdesign*Trouting)/12
dfiltered,2=dp/2
Enter the resultant depth (ft) (the lesser of the tow
calculated above), dfiltered
Agenda Item No. 07 Page 47 of 395 CC Agenda 06-01-2026
5-3 CHW= 140
5-4 D= 6 in

5.5 Rh= 0.125 ft
5-5 Vp= 2.85 ft/s
5-7 Qcap= 0.56 cfs
Enter Hazen William coefficient for Plastic, CHW
Enter pipe diameter (min 6 in), D
Calculate velocity at the outlet of the pipe (ft/s),
Calculate pipe capacity (cfs), Qcap=0.25*pi*Vp*(D/12)^2 Calculate pipe hydraulic radius (ft) Rh=D/48
Agenda Item No. 07 Page 48 of 395 CC Agenda 06-01-2026

GEOTECHNICAL INVESTIGATION REPORT
Proposed Site Improvements and Parking Lot Rehabilitation Proposed Union Hall
250 South Surfside Drive
Port Hueneme
for:

PACIFIC MARITIME ASSOCIATION
April 28, 2025
File No. GC25-043579
5251 Verdugo Way, Suite J • Camarillo, CA 93012 • (805) 484-5070 Agenda Item No. 07 Page 49 of 395 CC Agenda 06-01-2026
PACIFIC MARITIME ASSOCIATION FILE NO. GC25-043579
250 SOUTH SURFSIDE DRIVE
Association. Three existing structures are to be removed, and those areas will be converted to at-grade parking areas. Three other existing structures will remain, with modifications and renovations. The existing parking area will be enlarged to include the areas of the structures to be removed. The existing parking area pavement will be renovated or removed and replaced with new pavement.

FINDINGS
Site Description
The property is located on the easterly side of South Surfside Drive in Port Hueneme (see Site Location Map, Figure 1). The site currently contains six commercial or industrial buildings, surrounded by paved parking area that encompasses essentially the entire site.

The asphalt pavement is in moderate to poor repair, as some areas exhibit pavement degradation and cracking.

The site is situated within an alluvial plain within 1/2 mile of the Pacific Ocean.

Commercial and industrial properties are located along the north and south sides of the site. A residential community borders the east-northeasterly side of this property.

Earth Materials
The findings from the exploratory excavations indicate that the existing parking lot is underlain by fill and Alluvium (aeolian sands and floodplain deposits). The soils consist of light to dark grayish brown silty sand. The Alluvium is medium dense and becomes dense at depths exceeding about 3 feet.

Groundwater
The site is situated within the Oxnard Subbasin, a part of the larger Santa Clara River Valley Groundwater Basin. The Oxnard Subbasin is managed by the Fox Canyon Groundwater Management Agency. No groundwater was encountered in the exploratory excavations. The historical high groundwater level for this site is approximately 5 feet, based on groundwater data from the California Geological Survey. 4 Agenda Item No. 07 Page 50 of 395 CC Agenda 06-01-2026 ℄
RW
A R C H I T E C T S PROJECT NO.: DATE title: PERMIT / LUP / PLAN CHK#: SHEET NO. SET title:
250 S. SURFSIDE DRIVE, PORT HUENEME, CA 93041 Tenant Improvements for:

PMA UNION HALL 1451-D RICE AVENUE OXNARD, CA. 93030 P:805-983-7411 WWW.MULLERWORTHY.COM © 2024-044 06/11/2025 ilB__eM Metelai^e_t PHPD-25-2 A Agenda Item No. 07 Page 51 of 395 CC Agenda 06-01-2026

BTHESE DOCUMENTS HAVE BEEN PREPARED SPECIFICALLY FOR THE PROJECT INDICATED ON THE PROJECT TITLE AND ARE NOT SUITABLE FOR USE ON OTHER PROJECTS OR IN OTHER LOCATIONS WITHOUT THE APPROVAL AND PARTICIPATION OF"MULLER WORTHY ARCHITECTS". REPRODUCTION ISPROHIBITED. COPYRIGHT ©2026, MULLER WORTHY ARCHITECTS.

REVISIONS DATE1451-D RICE AVENUE OXNARD, CA. 93030 P:805-983-7411 WWW.MULLERWORTHY.COM SHEET TITLE :

PROJECT TITLE :

PROJECT NO.:

SHEET NO.

PLOTTED: 5/19/2026 3:54 PM
2024-044
SUBMITTAL DATE:

PERMIT / LUP / PLAN CHK#:

SET TITLE:
250 S. SURFSIDE DRIVE, PORT HUENEME, CA 93041
IMPROVEMENTS FOR:

PMA UNION HALL

PLANNED
DEVELOPMENT PROPOSED OFFICE BLDG'S. #1 & #2 - PLAN, ELEVS., COLOR & MATL'S. 06/11/2025
PLANNING 09/05
2025 1 A R C H I T E C T S
F
F
F
(E) 92'-8"
(E) 52'-4"
40'-6" 11'-8" (E) 40'-6" COV'D
ENTRY
COV'D
ENTRY
4' X 8'
COV'D
ENTRY
4' X 5'
COV'D
ENTRY
4' X 8'

COMPUTER LAB
31'-1" X 19'-6"
ServeR RM.
11' X 5'
OFFICE 2
12'-2" X 16'-10" OFFICE 1
12'-9" X 16'-10" open OFFICE
12'-10"X 17'-3"
HALL
27'-1" X 5'
R.R. (M)
12'-2" X 7'-6"
LAC. RM. 8' x 7'-9"

KITCHEN/ BREAK
13'-2" X 10'-4"
R.R. (W)
15'-6" X 7'-6" R.R. 8' X 7'-9"
HALL
15'-8"X 5'
bus. hub
10' X 7' reception
14'-3" X 13'-9"
open office with conference table
24'-8" X 19'-3"
hall
24'-3"X 6' D.F.
conference room
38'-4" X 19'
HALL
5' X 13'-9"

COURTYARD
11'-8" X 40'-2"
W.H. JAN. 4'-3"X 5'-5"

STORAGE
7'-0"X 13'-10"
PUMP
3' X 3'
+/- 12'-1"

COLOR & MATERIALS
PLANNING 05/19
2026 3

COURTYARD - NORTH
6' H. FENCE/ GATE, TYP.

C
A
B B
D
D
E
E
I
F
C
D
C
E
F
I
E
B
C
D
F
B A B
E F
D
A B
C
B
(E) SOUTH BLDG. #1 = 2,119 SF
west
south
east
north

FLOOR PLAN

ELEVATIONS
(E) NORTH BLDG. #2 = 2,119 SF
A. ROOF.
- INSULATED TRAPEZOIDAL ROOF PANEL
SYSTEM
- KINGSPAN, "KINGRIB 5"
-- PEARL GRAY
B. TRIM.
-GH-01 GUTTER
-RF-01 RAKE CAP
-- PEARL GRAY
C. WALLS.
- INSULATED METAL WALL PANEL SYSTEM
- KINGSPAN, "VALE" VERTICAL

APPLICATION
-- PEARL GRAY
D. WINDOWS, DOORS.
-ALUMINUM STORE FRONT
- U.S. ALUMINUM
-- KYNAR 500 "REGAL BLUE" E . LIGHTING.
-SIGN LIGHTING
-SIGN-2-16L SERIES, HK LIGHTING
-- ALUMINUM BRONZE
-SITE LIGHTING (pole & wall Packs)
- LITHONIA LIGHTING,
--DARK BRONZE
(see site lighting plan)
F. EXPOSED STEEL FRAMING
-DUNN EDWARDS
--DE 5853 "BLUE EARTH"
G. REFUSE ENCLOSURES CMU BLOCK WALL. - ANGELUS BLOCK, PRECISION, "PEWTER" H. REFUSE ENCLOSURES FLAT PROFILE
CORRUGATED METAL ROOF, FASCIA. -DUNN EDWARDS
--DE 6367 "COVERED IN PLATINUM"
I. FENCE/GATE FRAMING & 2X2 WIRE MESH GRID
INFILL PANELS, refuse enclosure, gates. - PREFINISHED BLACK a
b
c
d
e
g f
h
BLDG. ONLY VIEW FROM SW TO NE BLDG. ONLY VIEW FROM NE TO SW Agenda Item No. 07 Page 52 of 395 CC Agenda 06-01-2026

CTHESE DOCUMENTS HAVE BEEN PREPARED SPECIFICALLY FOR THE PROJECT INDICATED ON THE PROJECT TITLE AND ARE NOT SUITABLE FOR USE ON OTHER PROJECTS OR IN OTHER LOCATIONS WITHOUT THE APPROVAL AND PARTICIPATION OF "MULLER WORTHY ARCHITECTS". REPRODUCTION ISPROHIBITED. COPYRIGHT ©2026, MULLER WORTHY ARCHITECTS.

REVISIONS DATE1451-D RICE AVENUE OXNARD, CA. 93030 P:805-983-7411 WWW.MULLERWORTHY.COM SHEET TITLE :

PROJECT TITLE :

PROJECT NO.:

SHEET NO.

PLOTTED: 5/19/2026 2:03 PM
2024-044
SUBMITTAL DATE:

PERMIT / LUP / PLAN CHK#:

SET TITLE: 250 S. SURFSIDE DRIVE, PORT HUENEME, CA 93041 IMPROVEMENTS FOR: PMA UNION HALL

PLANNED
DEVELOPMENT PROPOSED DISPATCH BLD'G PLAN, ELEVATIONS, CLR. & MATERIALS 06/11/2025
PLANNING 09/05
2025 1 A R C H I T E C T S

COLOR & MATERIALS
+/- 15'-4"
+/- 20'-7"
4321
F
F
97'-8"
66'-10"
38'-4"
12'-7"
5'-9"
(E) 100'-0" 7'-0"
(E) 102'-0"
"ILWU" LOGO
HALL
24'-6" X 5'
CONF. 24'-6"x 15'-6"
lac. rm. 8' x 9' R.R. 7'-6" x 9'
KIT. 8'x 9'
STO.
12'-10" x 11'-7"
BUS. HUB
25'-2" x 7'-0"

RESTROOM (W)

RESTROOM (M)

OPEN OFFICE
36'-0" X 12'-7"
ELEVated DISPATCH WINDOWS 31' x 5'
ACC. DISPATCH WINDOW
16' x 5'
RAMP
D.F.

DISPATCH
hall
UP
COV'D area
54'-10" x 6'-4"
serv.
10'-8" x 7'
UP
CONC. WALK
CONC. WALK
PUMP RM. 8'-7" x 8'
JAN. 4'-10 x
6"-6'
6' alum. bench, typ.
36'-0"
99'-7"
COV'D
area
8' x 8'
COV'D
area
12' x 8'
NORTH
EAST
C A D
F
B
D
E C B

E D C B A

E D C B F
E

FLOOR PLAN
west
south

ELEVATIONS
BLDG. ONLY view from sw to ne BLDG. ONLY view from ne to sw OFFICE AREA = 2,331 SF DISPATCH HALL = 7,725 SF
TOTAL = 10,056 SF

1. see sheet 'b' for information.

Agenda Item No. 07 Page 53 of 395 CC Agenda 06-01-2026

DTHESE DOCUMENTS HAVE BEEN PREPARED SPECIFICALLY FOR THE PROJECT INDICATED ON THE PROJECT TITLE AND ARE NOT SUITABLE FOR USE ON OTHER PROJECTS OR IN OTHER LOCATIONS WITHOUT THE APPROVAL AND PARTICIPATION OF "MULLER WORTHY ARCHITECTS". REPRODUCTION ISPROHIBITED. COPYRIGHT ©2026, MULLER WORTHY ARCHITECTS.

REVISIONS DATE1451-D RICE AVENUE OXNARD, CA. 93030 P:805-983-7411 WWW.MULLERWORTHY.COM SHEET TITLE :

PROJECT TITLE :

PROJECT NO.:

SHEET NO.

PLOTTED: 5/19/2026 3:54 PM
2024-044
SUBMITTAL DATE:

PERMIT / LUP / PLAN CHK#:

SET TITLE: 250 S. SURFSIDE DRIVE, PORT HUENEME, CA 93041 IMPROVEMENTS FOR: PMA UNION HALL

PLANNED

DEVELOPMENT PROPOSED ELEVATIONS - GATES, FENCES, AND REFUSE ENCLOSURE 06/11/2025
PLANNING 09/05
2025 1 A R C H I T E C T S
16'-4"
8'-0" 5'-6"
1'-1"
1'-4"
3 YD
3 YD

GREEN WASTE

COLOR & MATERIALS
16'-0"
6'-0"
3'-6"
4'-0"
0 5 10 scale: 1/4" = 1'-0"
8'-8"
7'-6"
12"
3'-6"
3'-6"
12"
0 5 10 20 25 scale: 1/4" = 1'-0" 15
PLANNING 05/19
2026 3
8'-8"
I
2X2 WIRE MESH GRID
PAINTED FENCE TYP.

I I
G
H
H
I
I

I I G G
south EAST
NORTH
entrance view from southwest to northeast

FLOOR PLAN

REFUSE ENCLOSURE

1. see sheet 'b' for information.

WEST

FENCE & GATE DETAIL

VIEW FROM SW TO NE
exit view from northwest to southeast

BUILDING SIGNS
MAX. SIGN AREA = 1 S.F. / 1 L.F. OF BLDG. FRONTAGE
BLDG. FRONTAGE = 102 L.F.

MAX. SIGN AREA = 100 S.F. (limit)
SIGN AREA = 65 S.F. < 100 S.F.

MAX. SIGN AREA = 1 S.F. / 1 L.F. OF BLDG. FRONTAGE
BLDG. FRONTAGE = 40.5 L.F.

MAX. SIGN AREA = 40.5 S.F.

SIGN AREA = 13 S.F. < 40.5 S.F.
dISPATCH BLDG. SIGN (PAINTED) OFFICE BLDG. 1 SIGN (PAINTED) Agenda Item No. 07 Page 54 of 395 CC Agenda 06-01-2026
CITY OF PORT HUENEME PUBLIC WORKS DEPARTMENT 1672 DONLON STREET PHONE VENTURA, CALIF. 93003 WEB 805/654-6977 www.sanbell.com ROBERT R. HARVEY R.C.E. C 90478 DATE Agenda Item No. 07 Page 55 of 395 CC Agenda 06-01-2026
CITY OF PORT HUENEME PUBLIC WORKS DEPARTMENT 1672 DONLON STREET PHONE VENTURA, CALIF. 93003 WEB 805/654-6977 www.sanbell.com ROBERT R. HARVEY R.C.E. C 90478 DATE Agenda Item No. 07 Page 56 of 395 CC Agenda 06-01-2026
CITY OF PORT HUENEME PUBLIC WORKS DEPARTMENT 1672 DONLON STREET PHONE VENTURA, CALIF. 93003 WEB 805/654-6977 www.sanbell.com ROBERT R. HARVEY R.C.E. C 90478 DATE Agenda Item No. 07 Page 57 of 395 CC Agenda 06-01-2026

1. The work to be performed under this contract shall include furnishing all labor, material, tools, machinery and equipment necessary to completely install plants, turf, mowstrips, etc. as shown on the plans. 2. Landscape contractor and all of his subcontractors shall comply with all state and local codes, ordinances and regulations. 3. All plant material shall be well established, vigorous, of normal growth habit and free of disease and insect infestation. Plants shall have normal healthy root systems filling their container but not rootbound. Plants not fulfilling these conditions shall be removed from the site at no cost to the owner. 4. Each separate plant species to have a minimum of 70% of the total number of plants tagged with the complete botanical name. 5. In case of discrepancy, plants actually shown on the plan shall take precedent over the plant count shown in the legend. Landscape Contractor is responsible for supplying all plants shown on plan. 6. MULCH- Topdress all shrub areas receiving groundcover with 1" of Gorilla Hair. Topdress all shrub areas without groundcover with 2.5" of Gorilla Hair. 7. SOIL AMENDING- Contractor to provide and pay for a soil test performed by a local laboratory-FRUITGROWERS LAB INC. or other certified lab. At the time the Certificate of Completion is submitted, the LS Contractor shall also submit soils test results to verify the soil preparation was performed in accordance with the soils report. For bidding purposes, use the following information as minimum specifications: AGROMEND by AGROMIN shall be rototilled into the top 6 inches of soil after the finish grade has been established. For turf and shrub areas less than 2:1 rototill at the following rates per 1000 square feet. For slopes of 2:1 or greater amend soil at plant hole only. GENERAL SOIL PREP: 5 cy AGROMEND 150 lbs. balanced slow release fertilizer BACKFILL MIXTURE: Non Acidics Acidic Plants 4 parts AGROMEND 2 parts Peatmoss 6 parts native soil 1 part sharp sand Planting Notes NZ Christmas Tree Metrosideros excelsa Root Barriers For all trees within 6 feet of sidewalk or curb, place root barrier panels as manufactured by Deep Root Corp., Model#UB24-2. Place against concrete walk, curb, wall, etc. adjacent to tree. Typical length is 16' overall, centered on tree(8' to either side). DeepRoot.Com. Delopsperma 'Gold Nugget' Yellow flowering Iceplant 18" oc flats Plant Legend WUCOLS WUCOLS (plant first line 15" from back of curb) L - L Cercis 'Forest Pansy' Purple leaf Redbud L
- 24"box Muhlenbergia capillaris
- 1 gal Pink Top L Trees Shrubs/Vines Groundcover24"box 6 Melaleuca quinquinervia 24"box Cajeput single trunk L - Agave americana 5 gal Century Plant L Prosopis glandulosa Honey Mesquite L - 24"box Muhlenbergia rigens
- 5 gal Deer Grass L (E) SCE Pole (E) SCE Pole (E) building abutting property (E) Ficus tree to be removed (E) City Sidewalk (E)5' Blockwall (E)Blockwall varying in height between 7 and 10 feet 2 (E) Melaleuca to be removed and replaced with proposed Melaleuca. (E) SCE 4 way switch. Add 2" of gravel on water-permeable landscape fabric. (3) pole mount light fixtures (typ.) wall mount light fixture (typ.) wall mount light fixture (typ.) Double Detector Check Assmby Domestic & Irrig Backflow Preventors 15g 15g Water Meter Calliandra californica- Baja Fairy Duster L Osmanthus fragrans- Sweet Olive L- Plumbago auriculata Cape Plumbago L Westringia 'Blue Gem' - Coast Rosemary L- Ribes speciosum Fuchsia Flowering Gooseberry L 5 gal 5 gal 5 gal 5 gal 5 gal Plant Plumbago and Mahonia tight to wall and begin pruning to hedge Vinca minor 'Variegata' Purple flowering Periwinkle 18" oc flats (plant first line 15" from back of curb) L Plant Vinca in two lines, 15" from back of curb and against wall Mahonia 'Golden Abundance' - 5 gal Golden Abundance L Ulmus parvifolia 'Drake' Evergreen Weeping Elm L
- 24"box Nandina domestica
- Heavenly Bamboo L 5 gal Galvezia sp 'Firecracker' Island Snapdragon L 5 gal - 1 1 1
1 1
111
1 1
1 1
1 A R C H I T E C T S 250 S. SURFSIDE DRIVE, PORT HUENEME, CA 93041 Tenant Improvements for:

PMA UNION HALL 1451-D RICE AVENUE OXNARD, CA. 93030 P:805-983-7411 WWW.MULLERWORTHY.COM © Philip S. Miller & Assoc. 6203 Calle Bodega Camarillo, CA 93012 (805) 383-7591 Site Planning and Landscape Architecture E-mail: [email protected] Philip S. Miller 11June2025 of 5 06/11/25 PMA Union Hall 1" = 20' PRELIMINARY LANDSCAPE PLAN LP-2 PRELIM Cersis 'Forest Pansy Melaleuca Quinquinervia Metrosideros Excelsa Prosopis Glandulosa Ulmus Parvifolia 'Drake' Agenda Item No. 07 Page 58 of 395 CC Agenda 06-01-2026

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XA Alan Noelle Engineering
Electrical Engineering Santa Barbara, CA
fax: 805.456.5901
phone: 805.563.5444
1616 Anacapa Street [email protected]
93101
Lighting Design
Agenda Item No. 07 Page 59 of 395 CC Agenda 06-01-2026
This Page Intentionally Left Blank
Agenda Item No. 07 Page 60 of 395 CC Agenda 06-01-2026
This technical memorandum provides an analysis of the parking demand for the International Longshore and Warehouse Union (ILWU) 46 Dispatch Hall proposed Project that would be located at 250 South Surfside Drive in the City of Port Hueneme. The Project proposes to relocate the existing ILWU 46 Dispatch Hall located at 341 West Port Hueneme Road in the City of Port Hueneme to the proposed Project site located at 250 South Surfside Drive in the City of Port Hueneme. The proposed Project site includes 7 buildings under existing conditions, some of which are operational such as storage for RV’s, boats, trucks, and classic cars and some of which are vacant.

The Project proposes demolishing four of the existing buildings and constructing parking and landscaping improvements in its place. At the front of the lot, two of the existing buildings will undergo exterior and interior remodeling with an addition connecting the two buildings into one building. The front building will be an office building for the Pacific Maritime Association (PMA). At the rear of the lot, an existing building will undergo exterior and interior remodeling. The rear building will operate as the ILWU 46 Dispatch Hall. The Project would include 6,109 square feet (SF) office area, 6,954 SF assembly area, and a parking lot (137 parking spaces including 16 compact parking spaces and 5 ADA parking spaces). The proposed Project site plan is shown in Figure 1. The project location is shown in Figure 2, Project Location.

Project Parking Supply and Demand
The proposed Project would provide 137 parking spaces. The City of Port Hueneme Planning staff identified two parking rates, shown in Table 1 City of Port Hueneme Parking Rates, identified in the City of Port Hueneme Municipal Code, Article X - Zoning Regulations, Chapter 3 - Land Development Provisions, Part A. - Development Standards, 10301 - Off-Street Parking, that could be applicable to the project.

Table 1. City of Port Hueneme Parking Rates
As mentioned previously, the total office area of the Project is, 6,109 SF) and the dispatch hall would total 6,954 SF. As shown in Table 2, Project Parking Demand Based on City Rates, the Project would be required to provide 274 parking spaces for the dispatch hall and office uses. As the Project Proposes 137 spaces, the Project would not meet the parking requirements. It is to be noted that the City does not have parking rates for a dispatch hall, and requested the rates for Churches, Clubs, and Lodges to be analyzed for the dispatch hall as a substitute.

Land Use
Professional Office, Customer Service, and General Retail 1 / 250 SF Churches, Clubs and Lodges 1 / 28 SF
Total
SF=Square Feet
City Parking
Rate1
1 Based on City of Port Hueneme Municipal Code, Article X - Zoning Regulations, Chapter 3 - Land Development Provisions, Part A. - Development Standards, 10301 - Off-Street Parking.

To: City of Port Hueneme
From: Hashem Basrawi, EIT
Date: 9/4/2025
Site: 250 South Surfside Drive, City of Port Hueneme, CA 93041 Subject: Parking Demand Analysis for ILWU 46 Dispatch Hall Attachment C
Agenda Item No. 07 Page 61 of 395 CC Agenda 06-01-2026
ILWU 46 Dispatch Hall
Parking Demand Analysis
2 Table 2. Project Parking Demand Based on City Rates
To verify the appropriate parking rate for the dispatch hall, a survey was conducted at the existing dispatch hall that is located at 341 West Port Hueneme Road. This was done because the proposed dispatch hall which would be located at 341 West Port Hueneme Road, is anticipated to operate with the same operational intensity as the former dispatch hall located at 250 South Surfside Drive given the following operation plan:
• Proposed Use: Dispatch hall will distribute port jobs in the morning for one hour and in the afternoon for one hour seven days a week. Aside from these two dispatching times the building will be used as an office for no more than four people in all the buildings. • Per Shift: two to four.
• Total Employees: two to four.
• Office Business Hours: 8AM-5PM
• Operating hours are divided into two shifts
 First Shift: 6AM-8AM
 Second Shift: 4PM-7PM
• The assembly space is designed to accommodate a daily population of 150–200 persons.

Summary of Parking Demand Component Provided in the Trip Generation and Parking Demand Analysis prepared by EPD Solutions on October 11, 2023 is provided below:

To calculate the parking demand of the Project at its new location, all vehicles utilizing the existing parking lot and on-street parking along the adjacent street were utilized. This was determined using the 24-hour counts taken at the dispatch hall’s driveway and the street parking north and south of the driveway, on September 5th. The maximum number of vehicles on site at any given time was calculated by analyzing the number of vehicles that have entered the site subtracting the number that have left the site (no vehicles were on site at the time counting commenced). The Project’s peak parking demand occurs at 4:00 PM, with 85 cars located on site or along the street.

With 85 spaces required, a more appropriate parking rate would be 1/82 SF. Since the City does not have rates for a dispatch hall, and the Churches, Clubs, and Lodges Parking rates identified by the City are not the best fit for this use, this analysis will utilize the parking demand calculated from the existing use.

Moreover, given the aforementioned operation plan for the proposed dispatch hall which would operate with the same operational intensity as the former dispatch hall, the 1/82 SF parking rate is the most applicable rate that should be used to determine the parking demand for the proposed dispatch hall. As shown in Table 3, Project Parking Demand Based on City Rates and Parking Survey, the Project’s anticipated parking demand would be 110 spaces. Therefore, the Project’s parking supply of 137 spaces would provide 27 more parking spaces than the demand identified by City rates. It is to be noted that the total parking demand (i.e., 110 spaces) is based on the current site plan use and gross floor area. Any future increase in Land Use Area Spaces
Required
Dispatch Hall1 1 / 28 SF 6,954 249
Office1 1 / 250 SF 6,109 25
Total 274
SF=Square Feet
Parking Ratio
1 Based on City of Port Hueneme Municipal Code, Article X - Zoning Regulations, Chapter 3 - Land Development Provisions, Part A. - Development Standards, 10301 - Off-Street Parking - Churches, Clubs and Lodges. 2 Based on City of Port Hueneme Municipal Code, Article X - Zoning Regulations, Chapter 3 - Land Development Provisions, Part A. - Development Standards, 10301 - Off-Street Parking - Professional Office, Customer Service, and General Retail.

Agenda Item No. 07 Page 62 of 395 CC Agenda 06-01-2026
ILWU 46 Dispatch Hall
Parking Demand Analysis
3 staffing, program intensity, or building area will require a new parking study to ensure the demand is within the capacity.

Table 3. Project Parking Demand Based on City Rates and Parking Survey Project Parking Supply and Institute of Transportation Engineers (ITE) Parking Generation Demand EPD also analyzed the anticipated parking demand of the office use using the parking rates from the ITE Parking Generation (6th Edition, 2023) for Land Use Code 712 (Small Office Building). Small Office Building would require 1.85 spaces per 1,000 square feet. Given the total office area of the Project, (i.e., 6,109 SF), the Project would be required to provide 12 parking spaces. ITE does not have parking rates for a dispatch hall; therefore, the calculated rates identified in the previous section was used for this section as well. As seen in Table 4, Project Parking Demand Based on ITE Parking Generation Manual Rates, the Proposed Project would require 97 spaces. Therefore, the Project’s parking supply of 137 spaces would provide 40 more parking spaces than the ITE parking generation demand.

Table 4. Project Parking Demand Based on ITE Parking Generation Manual Rates and Parking Survey Compact Spaces Requirement Per City of Port Hueneme’s Municipal Code Per City of Port Hueneme Municipal Code, Article X - Zoning Regulations, Chapter 3 - Land Development Provisions, Part A. - Development Standards, 10301 - Off-Street Parking, 4. Compact Stalls, no more than 20% of required and non-required off-street parking spaces should be designated for compact vehicles. As shown in Figure 1 and Table 5 Breakdown of Standard and Compact Parking Spaces, the Project provides 27 Land Use Area Spaces
Required
Dispatch Hall1 1 / 82 SF 6,954 85
Office2 1 / 250 SF 6,109 25
Total 110
SF=Square Feet
Parking Ratio
2 Based on City of Port Hueneme Municipal Code, Article X - Zoning Regulations, Chapter 3 - Land Development Provisions, Part A. - Development Standards, 10301 - Off-Street Parking. 1 Based on Trip Generation and Parking Demand Analysis Prepared On October 11, 2023 for the Disptach Hall operation at 341 West Port Hueneme Road.

Land Use Area Spaces
Required
Dispatch Hall1 1 / 82 SF 6,954 85
Office2 1.85 / 1,000 SF 6,109 12
Total 97
SF=Square Feet
2 Parking rates from the Institute of Transportation Engineers, Parking Generation , 6th Edition, 2023 - Land Use Code 712- Small Office Building.

Parking Ratio
1 Based on Trip Generation and Parking Demand Analysis Prepared On October 11, 2023 for the Disptach Hall operation at 341 West Port Hueneme Road.

Agenda Item No. 07 Page 63 of 395 CC Agenda 06-01-2026
ILWU 46 Dispatch Hall
Parking Demand Analysis
4 compact spaces (20% of the 137-parking supply). The Project is consistent with the City’s code pertaining to compact space requirement since it does not provide more than 20% of compact parking spaces.

Table 5. Breakdown of Standard and Compact Parking Spaces Summary of Trip Generation Component Provided in the Trip Generation and Parking Demand Analysis prepared by EPD Solutions on October 11, 2023
The existing conditions and trip generation and parking forecasts were based on operational data collected at the dispatch hall driveway, as well as the street parking north and south of the dispatch hall driveway on September 5th, 2023. This day was selected as the number of jobs available was high due to the increased activity at the Port. There were 178 jobs available, with an estimated 200 people at the dispatch hall on the day counts were taken.

Per the data evaluated, the Project’s peak generation occurs between 6:45-7:45 AM and 4:45-5:45 PM.

When utilizing the peak hour of the adjacent street (the highest hour during the peak commute periods of 7:00-9:00 AM and 4:00-6:00 PM), the Project’s peak generation occurs between 7:00-8:00 AM and 4:45- 5:45 PM. The existing operation generates 496 daily trips, including 159 AM peak hour trips (69 inbound and 90 outbound), and 162 PM peak hour trips (72 inbound and 90 outbound) considering the generator peak hours. The existing operation generates 496 daily trips, including 138 AM peak hour trips (69 inbound and 90 outbound) and 162 PM peak hour trips (72 inbound and 90 outbound) considering the peak hours of the adjacent street.

Parking Demand Analysis Conclusion
A parking demand analysis has been prepared utilizing the City of Port Hueneme’s municipal code parking rates and the ITE Parking Generation manual rates for the office use component of the Project and the parking survey study1 for the dispatch hall component of the Project.

Considering the City of Port Hueneme’s parking requirement, the Project’s parking supply of 137 spaces would provide 27 more parking spaces than the City of Port Hueneme’s demand of 110 spaces. Considering the ITE Parking Generation Manual parking demand, the Project’s parking supply of 137 spaces would provide 40 more parking spaces than the ITE parking generation demand of 97 spaces.

Given the alignment with the City of Port Hueneme’s parking requirement and the ITE parking generation demand, the proposed parking supply of 137 should be considered sufficient to meet the Project’s parking demand.

If you have any questions about this analysis, please contact EPD Solutions at (949) 794-1186 or [email protected].
1 Trip Generation and Parking Demand Analysis Prepared On October 11, 2023 for the Dispatch Hall operation at 341 West Port Hueneme Road.

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ILWU 46 Dispatch Hall
Parking Demand Analysis
5 This Page is Intentionally Left Blank
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Parking Demand Analysis
6 Figure 1: Project Site Plan
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ILWU 46 Dispatch Hall
Parking Demand Analysis
7 Figure 2: Project Location
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ILWU 46 Dispatch Hall
Parking Demand Analysis
8 ATTACHMENT A – TRIP GENERATION AND PARKING DEMAND ANALYSIS FOR DISPATCH HALL LOCATED AT 341 WEST PORT HUENEME ROAD
Agenda Item No. 07 Page 68 of 395 CC Agenda 06-01-2026
Urban Planning ■ Due Diligence ■ Entitlements ■ CEQA/NEPA ■ Development Services ■ Management ■ Public Outreach 2030 Main Street, Suite 1200 ■ Irvine, CA 92614
949.794.1180 ■ [email protected]
This memorandum analyzes the parking demand for the dispatch hall located at 341 W Port Hueneme Rd, Port Hueneme, CA 93041. The existing operation would not be expanded, however, is proposed to move to 250 S.

Surfside Drive, Port Hueneme, CA 93041. This memorandum includes an analysis of the Project’s daily and peak hour trip generation, as well as a daily, AM, and PM peak parking demand analysis.

The existing conditions and trip generation and parking forecasts were based on operational data collected at the dispatch hall driveway, as well as the street parking north and south of the dispatch hall driveway on September 5th, 2023. This day was selected as the number of jobs available was high due to the increased activity at the Port.

There were 178 jobs available, with an estimated 200 people at the dispatch hall on the day counts were taken.

The count data is provided as an attachment.

Project Trip Generation
Per the data evaluated, the Project’s peak generation occurs between 6:45-7:45 AM and 4:45-5:45 PM. When utilizing the peak hour of the adjacent street (the highest hour during the peak commute periods of 7:00-9:00 AM and 4:00-6:00 PM), the Project’s peak generation occurs between 7:00-8:00 AM and 4:45-5:45 PM.

Table 1 presents the trip generation utilizing the Project’s peak trip generation, and Table 2 presents the trip generation utilizing the trip generation during the peak hour of the adjacent street. As shown in Table 1, the existing operation generates 496 daily trips, including 159 AM peak hour trips (69 inbound and 90 outbound), and 162 PM peak hour trips (72 inbound and 90 outbound) considering the generator peak hours. As shown in Table 2, the existing operation generates 496 daily trips, including 138 AM peak hour trips (69 inbound and 90 outbound) and 162 PM peak hour trips (72 inbound and 90 outbound) considering the peak hours of the adjacent street.

To: Pacific Maritime Association
From: Maryam Javanmardi;Alex J. Garber
Date: 10/11/2023
Re: Trip Generation and Parking Demand Analysis for the Proposed Dispatch Operation at the Port of Hueneme.

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Port of Hueneme Dispatch Hall
Parking Demand Analysis
2 Table 1. Project Trip Generation (Peak Hour of the Project) Table 2. Project Trip Generation (Peak Hour of the Adjacent Street) Project Parking Requirements
To calculate the parking demand of the Project at its new location, all vehicles utilizing the existing parking lot and on-street parking along the adjacent street were utilized. This was determined using the 24-hour counts taken at the dispatch hall’s driveway and the street parking north and south of the driveway, on September 5th. The maximum number of vehicles on site at any given time was calculated by analyzing the number of vehicles that have entered the site subtracting the number that have left the site (no vehicles were on site at the time counting commenced). Table 3 below shows the maximum vehicles on site per hour. As can be seen in Table 3, the Project’s peak parking demand occurs at 4:00 PM, with 85 cars located on site or along the street.

Land Use Daily In Out Total In Out Total
Trip Rates
Dispatch Hall1
496 69 90 159 72 90 162
AM Peak Hour PM Peak Hour
1 Trip Generation based on counts taken at the project driveway and the adjacent streets on September 5, 2023. The peak hour used was the highest AM an PM hour.

Land Use Daily In Out Total In Out Total
Trip Rates
Dispatch Hall1
496 46 92 138 72 90 162
AM Peak Hour PM Peak Hour
1 Trip Generation based on counts taken at the project driveway and the adjacent streets on September 5, 2023. The peak hour used was the highest hour between 7-9 AM and 4-6 PM.

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Port of Hueneme Dispatch Hall
Parking Demand Analysis
3 Table 3. Project Parking Demand
Conclusion
The Project generates 496 daily trips on a high volume day (when the port is highly active), with 159 AM peak hour trips and 162 PM peak hour trips. Vehicles do not spend a significant amount of time on site, as many vehicles arrive and leave within an hour; therefore, the number of vehicles onsite at any given time is limited. The peak Date IN OUT Remain North South
Total
Vehicles
0:00 0 0 0 0 0 0
1:00 0 0 0 0 0 0
2:00 0 0 0 0 0 0
3:00 0 0 0 0 0 0
4:00 1 0 1 0 0 1
5:00 3 3 1 0 0 1
6:00 59 2 58 0 1 59
7:00 39 85 12 7 7 26
8:00 5 6 11 1 0 12
9:00 2 3 10 1 0 11
10:00 7 8 9 1 0 10
11:00 3 2 10 1 0 11
Date IN OUT Remain North South
Total
Vehicles
12:00 3 3 10 2 0 12
13:00 3 2 11 0 0 11
14:00 8 5 14 1 0 15
15:00 3 7 10 0 0 10
16:00 80 7 83 2 0 85
17:00 26 89 20 10 4 34
18:00 2 14 8 1 0 9
19:00 5 2 11 1 0 12
20:00 0 4 7 1 0 8
21:00 0 1 6 1 0 7
22:00 2 2 6 0 0 6
23:00 0 0 6 0 0 6
Peak Parking Demand
AM
PM
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Port of Hueneme Dispatch Hall
Parking Demand Analysis
4 parking demand occurs at 4:00 PM, with 85 vehicles requiring space to park. Therefore, it is recommended that the new location provides at least 94 spaces (85 spaces, with a 10 percent buffer of 9 spaces) If you have any questions about this analysis, please contact me at (949) 794-1180 or [email protected].

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CITY: Port Hueneme PROJECT:

AM Period EB WB PM Period EB WB
0:00 0 0 12:00 1 1
0:15 0 0 12:15 1 0
0:30 0 0 12:30 0 0
0:45 0 0 0 0 12:45 1 3 2 3 6
1:00 0 0 13:00 0 1
1:15 0 0 13:15 1 1
1:30 0 0 13:30 1 0
1:45 0 0 0 0 13:45 1 3 0 2 5
2:00 0 0 14:00 1 3
2:15 0 0 14:15 0 0
2:30 0 0 14:30 6 1
2:45 0 0 0 0 14:45 1 8 1 5 13
3:00 0 0 15:00 0 2
3:15 0 0 15:15 1 3
3:30 0 0 15:30 2 2
3:45 0 0 0 0 15:45 0 3 0 7 10
4:00 0 0 16:00 3 2
4:15 1 0 16:15 21 4
4:30 0 0 16:30 15 1
4:45 0 1 0 0 1 16:45 41 80 0 7 87
5:00 1 1 17:00 14 15
5:15 1 0 17:15 6 42
5:30 1 0 17:30 4 26
5:45 0 3 2 3 6 17:45 2 26 6 89 115
6:00 4 0 18:00 0 5
6:15 11 1 18:15 0 0
6:30 19 0 18:30 2 7
6:45 25 59 1 2 61 18:45 0 2 2 14 16
7:00 20 12 19:00 1 1
7:15 14 50 19:15 1 0
7:30 3 20 19:30 1 0
7:45 2 39 3 85 124 19:45 2 5 1 2 7
8:00 0 2 20:00 0 1
8:15 0 0 20:15 0 2
8:30 2 3 20:30 0 1
8:45 3 5 1 6 11 20:45 0 0 0 4 4
9:00 1 1 21:00 0 1
9:15 0 0 21:15 0 0
9:30 0 1 21:30 0 0
9:45 1 2 1 3 5 21:45 0 0 0 1 1
10:00 1 2 22:00 0 0
10:15 4 2 22:15 0 0
10:30 1 2 22:30 2 0
10:45 1 7 2 8 15 22:45 0 2 2 2 4
11:00 1 1 23:00 0 0
11:15 2 1 23:15 0 0
11:30 0 0 23:30 0 0
11:45 0 3 0 2 5 23:45 0 0 0 0
Total Vol. 119 109 228 132 136 268
EB WB Combined
251 245 496
Split % 52.2% 47.8% 46.0% 49.3% 50.7% 54.0%
Peak Hour 6:30 7:00 6:45 16:15 17:00 16:45
Volume 78 85 145 91 89 148
P.H.F. 0.78 0.43 0.57 0.55 0.53 0.77
Tuesday, September 05, 2023 SC
ADT1 Dwy east of Lighthouse Prom. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888
Agenda Item No. 07 Page 73 of 395 CC Agenda 06-01-2026
Prepared by AimTD LLC tel. 714 253 7888
Port Hueneme, Lighthouse Prom north of Dwy (red)
TTL Spaces: 8
Hours: 24
Date Parked % Occupied
12:00 AM 0 0%
1:00 AM 0 0%
2:00 AM 0 0%
3:00 AM 0 0%
4:00 AM 0 0%
5:00 AM 0 0%
6:00 AM 0 0%
7:00 AM 7 88%
8:00 AM 1 13%
9:00 AM 1 13%
10:00 AM 1 13%
11:00 AM 1 13%
12:00 PM 2 25%
1:00 PM 0 0%
2:00 PM 1 13%
3:00 PM 0 0%
4:00 PM 2 25%
5:00 PM 10 125%
6:00 PM 1 13%
7:00 PM 1 13%
8:00 PM 1 13%
9:00 PM 1 13%
10:00 PM 0 0%
11:00 PM 0 0%
Tuesday, September 5, 2023
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Prepared by AimTD LLC tel. 714 253 7888
Port Hueneme, Lighthouse Prom south of Dwy (green)
TTL Spaces: 7
Hours: 24
Date Parked % Occupied
12:00 AM 0 0%
1:00 AM 0 0%
2:00 AM 0 0%
3:00 AM 0 0%
4:00 AM 0 0%
5:00 AM 0 0%
6:00 AM 1 14%
7:00 AM 7 100%
8:00 AM 0 0%
9:00 AM 0 0%
10:00 AM 0 0%
11:00 AM 0 0%
12:00 PM 0 0%
1:00 PM 0 0%
2:00 PM 0 0%
3:00 PM 0 0%
4:00 PM 0 0%
5:00 PM 4 57%
6:00 PM 0 0%
7:00 PM 0 0%
8:00 PM 0 0%
9:00 PM 0 0%
10:00 PM 0 0%
11:00 PM 0 0%
Tuesday, September 5, 2023
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Ivy Care Facility
Hashem Basrawi, EIT
Alex Garber
Meghan Macias, TE
ILWU 46 Dispatch Hall
Traffic Impact
Analysis
Prepared for
Staples Construction Company, Inc.

January 13, 2026
Attachment D
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ILWU 46 Dispatch Hall
Traffic Impact Analysis
Prepared For
Staples Construction Company, Inc.
1501 Eastman Avenue
Ventura, CA 93003
Prepared By
3333 Michelson Drive, Suite 500
Irvine, CA 92612
(949) 794-1180
Prepared By: Hashem Basrawi, EIT
Under the Guidance of: Alex Garber, Meghan Macias, TE
Contact: [email protected]
January 13, 2026
Names of Project owners
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ILWU 46 Dispatch Hall
i Traffic Impact Analysis

TABLE OF CONTENTS
1 Executive Summary ................................................................................................. 1 2 Introduction .............................................................................................................. 3

2.1 Project Description .................................................................................................................. 3

2.2 Study Area and Analysis Scenarios ...................................................................................... 6

2.3 Methodology ........................................................................................................................... 8

2.4 Significance Criteria ............................................................................................................... 9 3 Baseline Conditions .............................................................................................. 11

3.1 Existing Transportation System and Access ....................................................................... 11

3.2 Existing Traffic Volumes and Intersection Operations ...................................................... 13

3.3 Opening Year 2026 Traffic Volumes and Intersection Operations ................................. 17 4 Proposed Project .................................................................................................. 24

4.1 Project Trip Generation ...................................................................................................... 24

4.2 Project Trip Distribution and Assignment ........................................................................... 24 5 With Project Conditions ....................................................................................... 33

5.1 Existing With Project Conditions ......................................................................................... 33

5.2 Opening Year 2026 With Project Conditions ................................................................... 40 6 Traffic Safety Analysis ........................................................................................ 47

6.1 Port Hueneme Road/Surfside Drive Intersection ............................................................... 47

6.2 Port Hueneme Road/Moranda Parkway-WillowBrook Drive Intersection ...................... 47

6.3 Port Hueneme Road/Ventura Road Intersection ............................................................... 48 7 Conclusion ............................................................................................................. 51 Figures
Figure 2.1: Project Location ................................................................................................................. 4 Figure 2.2: Project Site Plan ................................................................................................................ 5 Figure 2.3: Project Study Intersections ................................................................................................ 7 Figure 3.1: Existing Intersection Lane Configuration and Traffic Control ...................................... 12 Figure 3.2: Existing AM Peak Hour Volumes .................................................................................... 14 Figure 3.3: Existing PM Peak Hour Volumes .................................................................................... 15 Figure 3.4: Location of Cumulative Project ...................................................................................... 18 Figure 3.5: Cumulative Projects AM Trip Assignment ...................................................................... 19 Figure 3.6: Cumulative Projects PM Trip Assignment ....................................................................... 20 Figure 3.7: Opening Year 2026 AM Traffic Volumes ..................................................................... 21 Figure 3.8: Opening Year 2026 PM Traffic Volumes ..................................................................... 22 Figure 4.1: Project Inbound and Outbound Trip Distribution (First Scenario) ............................... 26 Figure 4.2: Project Inbound Trip Distribution (Second Scenario) .................................................... 27 Figure 4.3: Project Outbound Trip Distribution (Second Scenario) ................................................ 28 Figure 4.4: Project AM Trip Assignment (First Scenario) ................................................................. 29 Agenda Item No. 07 Page 79 of 395 CC Agenda 06-01-2026
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Figure 4.5: Project PM Trip Assignment (First Scenario) ................................................................. 30 Figure 4.6: Project AM Trip Assignment (Second Scenario) ............................................................ 31 Figure 4.7: Project PM Trip Assignment (Second Scenario) ............................................................ 32 Figure 5.1: Existing With Project AM Peak Hour Traffic Volumes (First Scenario) ....................... 34 Figure 5.2: Existing With Project PM Peak Hour Traffic Volumes (First Scenario) ........................ 35 Figure 5.3: Existing With Project AM Peak Hour Traffic Volumes (Second Scenario) .................. 36 Figure 5.4: Existing With Project PM Peak Hour Traffic Volumes (Second Scenario)................... 37 Figure 5.5: Opening Year 2026 With Project AM Peak Hour Traffic Volumes (First Scenario) .. 41 Figure 5.6: Opening Year 2026 With Project PM Peak Hour Traffic Volumes (First Scenario) .. 42 Figure 5.7: Opening Year 2026 With Project AM Peak Hour Traffic Volumes (Second .................

Scenario) .................................................................................................................... 43 Figure 5.8: Opening Year 2026 With Project PM Peak Hour Traffic Volumes (Second ..................

Scenario) .................................................................................................................... 44 Figure 7.1: Intersection 1 Number of Crashes by Crash Severity .................................................. 48 Figure 7.2: Intersection 1 Number of Crashes by Type of Crash ................................................... 48 Figure 7.3: Intersection 2 Number of Crashes by Crash Severity .................................................. 49 Figure 7.4: Intersection 2 Number of Crashes by Type of Crash ................................................... 49 Figure 7.5: Intersection 3 Number of Crashes by Crash Severity .................................................. 49 Figure 7.6: Intersection 3 Number of Crashes by Type of Crash ................................................... 50 Figure 7.7: Intersection 1 Crash Diagram ........................................................................................ 50 Tables
Table 2.1: City of Port Hueneme Intersection Level of Service Criteria ........................................... 9 Table 3.1: Existing AM and PM Peak Hour Level of Service .......................................................... 16 Table 3.2: Cumulative Project Trip Generation ............................................................................... 17 Table 3.3: Opening Year 2026 AM and PM Peak Hour Level of Service .................................... 23 Table 4.1: Project Trip Generation .................................................................................................. 24 Table 5.1: Existing Without and With Project AM and PM Peak Hour LOS (First Scenario) ....... 39 Table 5.2: Existing Without and With Project AM and PM Peak Hour LOS (Second Scenario) .. 39 Table 5.3: Opening Year 2026 With Project AM and PM Peak Hour LOS (First Scenario) ........ 46 Table 5.4: Opening Year 2026 With Project AM and PM Peak Hour LOS (Second Scenario) ... 46 Appendices
Appendix A – Traffic Study Scoping Agreement
Appendix B – Trip Generation and Parking Demand Analysis Appendix C – Traffic Counts
Appendix D – Level of Service Calculations
Appendix E – Cumulative Project Trip Distribution
Appendix F – Traffic Signal Warrant Analysis
Appendix G – 5-Year Traffic Collision Data
Appendix H – Vistro Software Methodology
Appendix I – Existing Site Generated/Removed Trips And Site Relocation Net Generated Trips Agenda Item No. 07 Page 80 of 395 CC Agenda 06-01-2026
ILWU 46 Dispatch Hall
1 Traffic Impact Analysis
1 EXECUTIVE SUMMARY
This Traffic Impact Analysis (TIA) has been prepared by EPD Solutions, Inc. (EPD) to analyze the potential traffic deficiencies of the International Longshore and Warehouse Union (ILWU) 46 Dispatch Hall Project (proposed Project) that would be located at 250 South Surfside Drive in the City of Port Hueneme. The Project proposes to relocate the existing ILWU 46 Dispatch Hall located at 341 West Port Hueneme Road in Port Hueneme to the proposed Project site located at 250 South Surfside Drive, Port Hueneme.

The proposed Project site currently is developed with six buildings, some of which are operational such as storage for RVs, boats, trucks, and classic cars and some of which are vacant.

The Project proposes demolishing three of the existing six buildings and redeveloping the site with 137 parking spaces (inclusive of 27 compact and five Americans with Disabilities Act [ADA] compliant spaces), landscaping improvements, and tenant improvements for the remaining three buildings.

Additionally, Buildings 1 and 2 would be reconstructed into two office buildings totaling 4,238 square feet for the Pacific Maritime Association (PMA). At the rear of the lot, Building 3 would operate as the ILWU 46 Dispatch Hall, totaling 10,056 square feet.

This TIA was prepared based on the scope of work (included as Appendix A) approved by the City of Port Hueneme Public Works Department. The Project trip generation was calculated using trip rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual 11th Edition (2021) for the Project’s office area and trip generation data collected at the existing dispatch hall driveway for the Project’s assembly area. The Trip Generation and Parking Demand Analysis (EPD Solutions, September 2023), provided in Appendix B. The Project is forecasted to generate 610 daily trips, 172 trips during the AM peak hour, and 179 trips during the PM peak hour.

Intersection Analysis
The following study area intersections were evaluated during the AM and PM peak hours:

1. Port Hueneme Road/Surfside Drive

2. Port Hueneme Road/Moranda Parkway-Willowbrook Drive

3. Port Hueneme Road/Ventura Road

4. Surfside Drive/Project Driveway 1

5. Surfside Drive/Project Driveway 2

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2 Traffic Impact Analysis
AM and PM peak hour traffic operations were evaluated for the following scenarios:
• Existing Conditions: Defined as existing conditions under year 2025. • Opening Year 2026 Conditions: Defined as existing conditions with cumulative projects and an ambient growth rate of 2% to reflect conservative annual traffic growth and traffic from approved project in the area.
• Existing With Project Conditions (First Scenario): Defined as existing conditions with the addition of Project traffic.
• Existing With Project Conditions (Second Scenario): Defined as existing conditions with the addition of Project traffic.
• Opening Year 2026 With Project Conditions (First Scenario): Defined as Opening Year 2026 Conditions with the addition of Project traffic.
• Opening Year 2026 With Project Conditions (Second Scenario): Defined as Opening Year 2026 Conditions with the addition of Project traffic.

Existing With Project Intersection Analysis Results
All intersections operate at a satisfactory level of service (LOS) and/or reduce delay during the AM and PM peak hours under Existing Conditions with Project (both scenarios).

Opening Year 2026 With Project Intersection Analysis Results All intersections operate at a satisfactory level of service (LOS) and/or reduce delay during the AM and PM peak hours under Opening Year 2026 with Project (both scenarios).

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3 Traffic Impact Analysis
2 INTRODUCTION

2.1 Project Description
The International Longshore and Warehouse Union (ILWU) 46 Dispatch Hall Project (proposed Project) would be located at 250 South Surfside Drive in the City of Port Hueneme. The Project proposes to relocate the existing ILWU 46 Dispatch Hall, located at 341 West Port Hueneme Road in Port Hueneme, to the proposed Project site located at 250 South Surfside Drive, Port Hueneme. The proposed Project site currently is developed with six buildings, some of which are operational such as storage for RVs, boats, trucks, and classic cars and some of which are vacant.

The Project proposes demolishing three of the existing six buildings and redeveloping the site with 137 parking spaces (inclusive of 27 compact and five Americans with Disabilities Act [ADA] compliant spaces), landscaping improvements, and tenant improvements for the remaining three buildings.

Additionally, Buildings 1 and 2 would be reconstructed into two office buildings totaling 4,238 square feet for the Pacific Maritime Association (PMA). At the rear of the lot, Building 3 would operate as the ILWU 46 Dispatch Hall, totaling 10,056 square feet. The location of the Project site is shown in Figure

2.1 and the Project site plan is shown in Figure 2.2.

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4 Traffic Impact Analysis
Figure 2.1: Project Location
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5 Traffic Impact Analysis
Figure 2.2: Project Site Plan
BLDG. 3
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6 Traffic Impact Analysis

2.2 Study Area and Analysis Scenarios
The study area was established based on the scope of work included as Appendix A. This TIA includes the analysis of the following intersections:

1. Port Hueneme Road/Surfside Drive

2. Port Hueneme Road/Moranda Parkway-Willowbrook Drive

3. Port Hueneme Road/Ventura Road

4. Surfside Drive/Project Driveway 1

5. Surfside Drive/Project Driveway 2
The locations of the study intersections are shown in Figure 2.3. The study intersections were evaluated during the morning (AM) and afternoon (PM) peak hours, which are defined as the hours with the highest traffic volumes between 7-9 AM and 4-6 PM. AM and PM peak hour traffic operations were evaluated for the following scenarios:
• Existing Conditions: Defined as existing conditions under year 2025. • Opening Year 2026 Conditions: Defined as existing conditions with cumulative projects and an ambient growth rate of 2% to reflect conservative annual traffic growth and traffic from approved project in the area.
• Existing With Project Conditions: Defined as existing conditions with the addition of Project traffic. • Opening Year 2026 With Project Conditions: Defined as Opening Year 2026 conditions with the addition of Project traffic.
• Note: Under With Project Conditions, the following two scenarios were analyzed:
 First Scenario: Project inbound and outbound trip distribution is based on zip codes of employee addresses provided by Pacific Maritime Association (PMA).. This scenario assumes 0% of people get jobs and the port and return home/where they came from.  Second Scenario: Project inbound trip distribution is based on zip codes of employee addresses provided by PMA.. Project outbound trip distribution is based on two possible routes to the port.

This scenario assumes 100% of people get a job at the port.

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7 Traffic Impact Analysis
Figure 2.3: Project Study Intersections
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8 Traffic Impact Analysis

2.3 Methodology
Intersection operations are evaluated using level of service (LOS), which is a measure of the delay experienced by drivers on a roadway facility. LOS A indicates free-flow traffic conditions and generally the best operating conditions. LOS F indicates extremely congested conditions and the worst operating conditions from the driver’s perspective. In this report, LOS at signalized and unsignalized intersections was calculated using the Highway Capacity Manual (HCM), 7th Edition, methodology. The analysis was prepared using Vistro, an LOS analysis software based on the HCM methodology. Vistro methodology is discussed in Appendix H.

For signalized intersections, the HCM methodology estimates average control delay using detailed traffic flow models that account for arrival patterns, signal timing and coordination, lane configurations, vehicle mix, saturation flow rates, and approach volumes. Delay is composed of uniform delay (caused by the regular cycle of the signal), incremental delay (due to random arrivals and queues), and initial queue delay (from residual queues at the start of the analysis period). These components are used to compute the average control delay per vehicle for each lane group, approach, and the intersection as a whole. An LOS level, or grade, is then assigned based on the average delay thresholds established by the HCM based on the control type. This allows engineers to diagnose capacity deficiencies and optimize signal timing or geometric design to improve operations. For unsignalized intersections, including two-way stop-controlled (TWSC) and all-way stop-controlled (AWSC) types, the HCM applies gap-acceptance theory, which models driver behavior as they accept or reject available gaps in the conflicting traffic stream. The analysis focuses primarily on minor-street movements, since they are subject to the most significant delays. Capacity for each movement is determined by the frequency and size of acceptable gaps, which depend on factors such as major-street traffic volume, driver aggressiveness, critical gap, and follow-up time. Using these parameters, the HCM calculates the average control delay per vehicle for each movement and assigns LOS accordingly. Intersection level of service criteria for unsignalized and signalized intersections, provided in the City of Port Hueneme’s General Plan Circulation and Mobility Element, is shown in Table 2.1.

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9 Traffic Impact Analysis
Table 2.1: City of Port Hueneme Intersection Level of Service Criteria Overall, the HCM LOS methodology offers a comprehensive and behaviorally grounded framework that integrates traffic engineering principles, driver behavior modeling, and roadway geometry. It provides transportation professionals with a consistent basis for performance evaluation, capacity analysis, and decision-making in intersection design, operations, and improvement planning. By quantifying performance in terms of measurable delays and standardized LOS thresholds, it enables agencies to prioritize infrastructure investments, evaluate proposed modifications, and maintain desired service standards for urban and suburban traffic systems.

Vistro model scenarios were calibrated under existing conditions by inputting the existing signal timing as well as the saturation flow rate. Passenger Car Equivalent (PCE) factors were added to truck trips to account for the fact that trucks utilize more roadway capacity due to their size, reduced maneuverability and slower acceleration. Additionally, the model was calibrated by including a growth rate of 2% was traffic volumes under Opening Year 2026 conditions to account for the annual growth traffic growth by the City of Port Hueneme. The calibration additionally included different components such as actuation type and phasing types which varied between signalized intersections.

2.4 Significance Criteria
The City of Port Hueneme General Plan (adopted in October 2022) states that LOS C is the minimum acceptable operating standard for intersections in the City of Port Hueneme. At stop-controlled intersections operating at LOS C, delays between 15 to 25 seconds are anticipated. Drivers will enter a queue of one or two vehicles on the same approach and wait for vehicles to clear from one or more approaches prior to entering the intersection. At signalized intersections operating at LOS C, delay Agenda Item No. 07 Page 89 of 395 CC Agenda 06-01-2026
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10 Traffic Impact Analysis
between 20 to 35 seconds are anticipated. The number of vehicles stopping is significant, although many still pass through without stopping.

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11 Traffic Impact Analysis
3 BASELINE CONDITIONS
This section discusses the Baseline (without Project) traffic conditions. Baseline conditions are those conditions that exist within the study area under existing conditions as well as future estimated conditions without the traffic from the proposed Project. This includes the Existing Conditions and Opening Year 2026 Conditions scenarios.

3.1 Existing Transportation System and Access
Regional access to the Project site is provided by State Route 1 (SR-1) and United States Route 101 (US-101), and local access is provided by Ventura Road and Port Hueneme Road. The characteristics of each regional access roadway and local access roadway per the roadway classifications in the Circulation Element of the Port Hueneme General Plan are discussed below:
• State Route 1 (SR-1) is a major north-south state highway that runs along most of the Pacific coastline of the state of California.
• United States Route 101 (US-101) is a major north-south highway that traverses the states of California, Oregon, and Washington on the west coast of the United States. • Ventura Road is a north-south major arterial roadway that spans between Surfside Drive and Hemlock Street. The speed limit on Ventura Road north of Port Hueneme Road is 35 miles per hour (MPH). Ventura Road south of Port Hueneme Road is a local street with a speed limit of 25 mph. • Port Hueneme Road is an east-west major arterial roadway that spans between Market Street and J Street. The speed limit on Port Hueneme Road is 30 MPH.

The existing intersection lane configuration and traffic control at study area intersections are shown in Figure 3.1.

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12 Traffic Impact Analysis
Figure 3.1: Existing Intersection Lane Configuration and Traffic Control Agenda Item No. 07 Page 92 of 395 CC Agenda 06-01-2026
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3.2 Existing Traffic Volumes and Intersection Operations The traffic counts for intersections for the Existing Conditions analysis were collected on Tuesday, June 3, 2025, when schools were operating full day per the Hueneme Elementary School District calendar.

Traffic volumes were collected between 7-9 AM and 4-6 PM. Traffic count sheets are provided in Appendix C. Counts were collected for the following intersections:

1. Port Hueneme Road/Surfside Drive

2. Port Hueneme Road/Moranda Parkway-Willowbrook Drive

3. Port Hueneme Road/Ventura Road
Existing AM and PM peak hour traffic volumes at the study area intersections are shown in Figures 3.2 and 3.3, respectively.

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Figure 3.2: Existing AM Peak Hour Volumes
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Figure 3.3: Existing PM Peak Hour Volumes
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The existing LOS at the study area intersections is shown in Table 3.1. As described previously in Section

2.3, Methodology, LOS at the study area intersections was determined using the HCM methodology. All LOS calculations are provided in Appendix D. As shown in Table 3.1, all intersections operate at a satisfactory LOS during the AM and PM peak hours under Existing Conditions except for the following intersection:

2. Port Hueneme Road/Moranda Parkway-Willowbrook Drive (operates at LOS E during the AM peak hour and LOS D during the PM peak hour).

Table 3.1: Existing AM and PM Peak Hour Level of Service Delay1LOS2Delay1LOS2

1. Port Hueneme Rd/Surfside Dr Signal 7.2 A 7.8 A

2. Port Hueneme Rd/Moranda Pkwy-Willowbrook DrTWSC 41.6 E 28.7 D

3. Port Hueneme Rd/Ventura Rd Signal 14.6 B 15.7 B

4. Surfside Dr/Project Dwy 1 TWSC - - - -

5. Surfside Dr/Project Dwy 2 TWSC - - - -
=Unsatisfactory Level of Service
TWSC = Two-Way Stop Control
1 Delay in Seconds
2 Level of Service
Intersection AM Peak PM Peak Traffic
Control
Existing
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3.3 Opening Year 2026 Traffic Volumes and Intersection
Operations
Opening Year 2026 traffic volumes were projected by applying a growth rate of 2% to traffic volumes under Existing Conditions and by adding traffic from the Surfside Motel cumulative project.

The trip generation for the Surfside Motel cumulative project was calculated using trip rates from the ITE Trip Generation Manual, 11th Edition. The trip generation for the Surfside Motel cumulative project is shown in Table 3.2. The location of the Surfside Motel cumulative project is shown in Figure 3.4. The cumulative project trip distribution is provided in Appendix E. The AM and PM cumulative projects trip assignment at study area intersections are shown in Figures 3.5 and 3.6, respectively. Opening Year 2026 AM and PM peak hour traffic volumes at the study area intersection are shown in Figures 3.7 and 3.8, respectively.

Table 3.2: Cumulative Project Trip Generation
Land Use Units Daily In Out Total In Out Total
Trip Rates
Motel ¹ Rooms 3.35 0.13 0.22 0.35 0.19 0.17 0.36
Multifamily Apartments 2
Dwelling Units 6.74 0.10 0.30 0.40 0.32 0.19 0.51
Project Trip Generation
Motel¹ 32 Rooms 107 4 7 11 6 5 11
Multifamily Apartments241 Dwelling Units 276 4 12 16 13 8 21 Total Project Trip Generation 383 8 19 27 19 13 32
¹ Institute of Transportation Engineers, Trip Generation, 11th Edition, 2021. Land Use Code 320 - Motel. 2 Institute of Transportation Engineers, Trip Generation, 11th Edition, 2021. Land Use Code 220 - Multifamily Housing (Low-Rise).

AM Peak Hour PM Peak Hour
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Figure 3.4: Location of Cumulative Project
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Figure 3.5: Cumulative Projects AM Trip Assignment
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Figure 3.6: Cumulative Projects PM Trip Assignment
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Figure 3.7: Opening Year 2026 AM Traffic Volumes
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Figure 3.8: Opening Year 2026 PM Traffic Volumes
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As described previously in Section 2.3, Methodology, LOS at the study area intersections were determined using the HCM methodology. The Opening Year 2026 LOS throughout the study area is shown in Table 3.3. As shown in Table 3.3, all intersections are anticipated to operate at a satisfactory LOS during the AM and PM peak hours under Opening Year 2026 Conditions except for the following intersection:

2. Port Hueneme Road/Moranda Parkway-Willowbrook Drive (operates at LOS F during the AM peak hour and LOS D during the PM peak hour).

Table 3.3: Opening Year 2026 AM and PM Peak Hour Level of Service Delay1LOS2Delay1LOS2

1. Port Hueneme Rd/Surfside Dr Signal 7.3 A 7.9 A

2. Port Hueneme Rd/Moranda Pkwy-Willowbrook Dr TWSC 51.6 F 34.3 D

3. Port Hueneme Rd/Ventura Rd Signal 14.7 B 15.8 B

4. Surfside Dr/Project Dwy 1 TWSC - - - -

5. Surfside Dr/Project Dwy 2 TWSC - - - -
=Unsatisfactory Level of Service
TWSC = Two-Way Stop Control
1 Delay in Seconds
2 Level of Service
Intersection Traffic
Control
AM Peak PM Peak
Opening Year
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4 PROPOSED PROJECT

4.1 Project Trip Generation
The Project trip generation was calculated using trip rates from the ITE Trip Generation Manual, 11th Edition, for the Project’s office area and trip generation data collected at the existing dispatch hall driveway1 for the Project’s assembly area. The Trip Generation and Parking Demand Analysis is provided in Appendix B. The proposed Project includes relocating the existing ILWU 46 Dispatch Hall from 341 West Port Hueneme Road to 250 S Surfside Drive; therefore, trip credits for the existing operating ILWA office and dispatched hall (located at 341 West Port Hueneme Road) were accounted for under “With Project” conditions. Appendix I includes figures pertaining to the existing site generated/removed trips and site relocation net generated trips at study intersections for both peak hours.

Table 4.1 shows the proposed Project’s trip generation. As shown in Table 4.1, the Project is forecasted to generate 610 daily trips, 172 trips during the AM peak hour, and 179 trips during the PM peak hour.

Table 4.1: Project Trip Generation

4.2 Project Trip Distribution and Assignment
The Project trip distribution and assignment were analyzed under the following two scenarios:
 First Scenario: Project inbound and outbound trip distribution is based on zip codes of employee addresses provided by Pacific Maritime Association (PMA). This scenario assumes 0% of people get jobs and the port and return home/where they came from. The Project’s inbound and outbound trip distribution (based on zip codes of employee addresses provided by PMA.) are shown in Figure 4.1. The same percentage distribution was utilized for removing existing Project trips from the study area.
1 EPD Solutions, Inc. (September 2023). Trip Generation and Parking Demand Analysis. Provided as Appendix B.

Land Use Units Daily In Out Total In Out Total
Trip Rates
Small Office Building ¹ TSF 14.4 1.37 0.30 1.67 0.73 1.43 2.16 Project Trip Generation
Office¹ 7.944 TSF 114 11 2 13 6 11 17
Dispatched Hall2
496 69 90 159 72 90 162
Total Project Trip Generation 610 80 92 172 78 101 179
¹ Institute of Transportation Engineers, Trip Generation, 11th Edition, 2021. Land Use Code 712 - Small Office Building.

AM Peak Hour PM Peak Hour
2 Trip Generation based on counts taken at the dispatch hall project driveway and adjacent streets on September 5, 2023. The peak hour used was the highest between AM and PM peak hour. The dispatch hall surveyed is located at 341 W Port Hueneme Rd, Port Hueneme, CA 93041.

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 Second Scenario: Project inbound trip distribution is based on zip codes of employee addresses provided by PMA.. Project outbound trip distribution is based on two possible routes to the port.

This scenario assumes 100% of people get a job at the port. The Project’s inbound trip distribution (based on zip codes of employee addresses provided by PMA) is shown in Figure

4.2. The Project’s outbound trip distribution (based on two possible routes to the port) is shown in Figure 4.3. The same percentage distribution was utilized for removing existing Project trips from the study area.

Project trips were assigned to the study area intersections by multiplying the Project trip generation by the trip distribution percentage at each location. Project AM and PM trip assignments for the first scenario are shown in Figures 4.4 and 4.5, respectively. Project AM and PM trip assignments for the second scenario are shown in Figures 4.6 and 4.7, respectively.

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Figure 4.1: Project Inbound and Outbound Trip Distribution (First Scenario) Agenda Item No. 07 Page 106 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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Figure 4.2: Project Inbound Trip Distribution (Second Scenario) Agenda Item No. 07 Page 107 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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Figure 4.3: Project Outbound Trip Distribution (Second Scenario) Agenda Item No. 07 Page 108 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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Figure 4.4: Project AM Trip Assignment (First Scenario) Agenda Item No. 07 Page 109 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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Figure 4.5: Project PM Trip Assignment (First Scenario) Agenda Item No. 07 Page 110 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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Figure 4.6: Project AM Trip Assignment (Second Scenario) Agenda Item No. 07 Page 111 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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Figure 4.7: Project PM Trip Assignment (Second Scenario) Agenda Item No. 07 Page 112 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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5 WITH PROJECT CONDITIONS

5.1 Existing With Project Conditions
Existing With Project traffic volumes were determined by adding the Project trips to the Existing Conditions traffic volumes. As stated in Section 4, the proposed Project includes relocating the existing ILWU 46 Dispatch Hall from 341 West Port Hueneme Road to 250 S Surfside Drive; therefore, trip credits for the existing operating ILWA office and dispatched hall (located at 341 West Port Hueneme Road) were accounted for under “With Project” conditions. Existing With Project AM and PM peak hour traffic volumes at the study area intersections are shown in Figures 5.1 and 5.2, respectively for the First Scenario and Figures 5.3 and 5.4, respectively for the Second Scenario. Appendix I includes figures pertaining to the existing site generated/removed trips and site relocation net generated trips at study intersections for both peak hours.

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Figure 5.1: Existing With Project AM Peak Hour Traffic Volumes (First Scenario) Agenda Item No. 07 Page 114 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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Figure 5.2: Existing With Project PM Peak Hour Traffic Volumes (First Scenario) Agenda Item No. 07 Page 115 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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Figure 5.3: Existing With Project AM Peak Hour Traffic Volumes (Second Scenario) Agenda Item No. 07 Page 116 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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Figure 5.4: Existing With Project PM Peak Hour Traffic Volumes (Second Scenario) Agenda Item No. 07 Page 117 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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As described previously in Section 2.3, Methodology, LOS at the study area intersections was determined using the HCM methodology. The Existing With Project LOS throughout the study area is shown in Table

5.1 for the First Scenario and Table 5.2 for the Second Scenario. All LOS calculations are provided in Appendix D. As shown in Tables 5.1 and Table 5.2, all intersections are anticipated to operate at a satisfactory LOS during the AM and PM peak hours under Existing With Project Conditions (for both scenarios) except for the following intersection:

2. Port Hueneme Road/Moranda Parkway-Willowbrook Drive (operates at LOS E during the AM peak hour and LOS D during the PM peak hour).

While Intersection 2 shows a deficient LOS, the Project would decrease the intersection deficiency during both peak hours under Existing With Project Conditions; therefore, the traffic trips associated with the Project would not deteriorate the intersection’s deficiency, and the Project would not be required to provide improvements. Additionally, peak hour traffic signal warrants were prepared and are not met under Existing With Project conditions. Traffic signal warrants are provided in Appendix F.

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Table 5.1: Existing Without and With Project AM and PM Peak Hour LOS (First Scenario) Table 5.2: Existing Without and With Project AM and PM Peak Hour LOS (Second Scenario) AM Delay PM Delay
Delay1 LOS2 Delay1 LOS2 Delay1 LOS2 Delay1 LOS2 Difference Difference

1. Port Hueneme Rd/Surfside Dr Signal 7.2 A 7.8 A 8.2 A 8.6 A 1.0 0.8 No2. Port Hueneme Rd/Moranda Pkwy-Willowbrook Dr TWSC 41.6 E 28.7 D 37.7 E 26.6 D -3.9 -2.1 No

3. Port Hueneme Rd/Ventura Rd Signal 14.6 B 15.7 B 13.5 B 14.6 B -1.1 -1.1 No4. Surfside Dr/Project Dwy 1 TWSC - - - - 9.8 A 10.3 B - - No5. Surfside Dr/Project Dwy 2 TWSC - - - - 7.8 A 7.9 A - - No =Unsatisfactory Level of Service
TWSC = Two-Way Stop Control
1 Delay in Seconds2 Level of Service
AM Peak Intersection Traffic Control Project Deficiency? AM Peak PM Peak PM Peak Existing Existing With Project AM Delay PM Delay
Delay1 LOS2 Delay1 LOS2 Delay1 LOS2 Delay1 LOS2 Difference Difference

1. Port Hueneme Rd/Surfside Dr Signal 7.2 A 7.8 A 8.0 A 8.5 A 0.8 0.7 No2. Port Hueneme Rd/Moranda Pkwy-Willowbrook Dr TWSC 41.6 E 28.7 D 40.0 E 28.3 D -1.6 -0.4 No

3. Port Hueneme Rd/Ventura Rd Signal 14.6 B 15.7 B 14.2 B 15.2 B -0.4 -0.5 No4. Surfside Dr/Project Dwy 1 TWSC - - - - 12.0 B 12.8 B - - No5. Surfside Dr/Project Dwy 2 TWSC - - - - 7.8 A 7.9 A - - No =Unsatisfactory Level of Service
TWSC = Two-Way Stop Control
1 Delay in Seconds2 Level of Service
AM Peak Intersection Traffic Control Project Deficiency? AM Peak PM Peak PM Peak Existing Existing With Project Agenda Item No. 07 Page 119 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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5.2 Opening Year 2026 With Project Conditions
Opening Year 2026 With Project traffic volumes were determined by adding the Project trips to the Opening Year 2026 traffic volumes. As stated in Section 4, the proposed Project includes relocating the existing ILWU 46 Dispatch Hall from 341 West Port Hueneme Road to 250 S Surfside Drive; therefore, trip credits for the existing operating ILWA office and dispatched hall (located at 341 West Port Hueneme Road) were accounted for under “With Project” conditions. Opening Year 2026 With Project AM and PM peak hour traffic volumes at the study area intersections are shown in Figures 5.5 and 5.6, respectively for the First Scenario and Figures 5.7 and 5.8, respectively for the Second Scenario.

Appendix I includes figures pertaining to the existing site generated/removed trips and site relocation net generated trips at study intersections for both peak hours.

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Figure 5.5: Opening Year 2026 With Project AM Peak Hour Traffic Volumes (First Scenario) Agenda Item No. 07 Page 121 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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Figure 5.6: Opening Year 2026 With Project PM Peak Hour Traffic Volumes (First Scenario) Agenda Item No. 07 Page 122 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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Figure 5.7: Opening Year 2026 With Project AM Peak Hour Traffic Volumes (Second Scenario)
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Figure 5.8: Opening Year 2026 With Project PM Peak Hour Traffic Volumes (Second Scenario)
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As described previously in Section 2.3, Methodology, LOS at the study area intersections was determined using the HCM methodology. The Opening Year 2026 With Project LOS throughout the study area is shown in Table 5.3 for the First Scenario and Table 5.4 for the Second Scenario. All LOS calculations are provided in Appendix D. As shown in Tables 5.3 and 5.4, all intersections are anticipated to operate at a satisfactory LOS during the AM and PM peak hours under Opening Year 2026 With Project Conditions (for both scenarios) except for the following intersection:

2. Port Hueneme Road/Moranda Parkway-Willowbrook Drive (operates at LOS E during the AM peak hour and LOS D during the PM peak hour).

While Intersection 2 shows a deficient LOS, the Project would decrease the intersection deficiency during both peak hours under Existing With Project Conditions; therefore, the traffic trips associated with the Project would not deteriorate the intersection’s deficiency, and the Project would not be required to provide improvements. Additionally, peak hour traffic signal warrants were prepared and are not met under Existing With Project conditions. Traffic signal warrants are provided in Appendix F.

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Table 5.3: Opening Year 2026 With Project AM and PM Peak Hour LOS (First Scenario) Table 5.4: Opening Year 2026 With Project AM and PM Peak Hour LOS (Second Scenario) AM Delay PM Delay
Delay1 LOS2 Delay1 LOS2 Delay1 LOS2 Delay1 LOS2 Difference Difference

1. Port Hueneme Rd/Surfside Dr Signal 7.3 A 7.9 A 8.2 A 8.7 A 0.9 0.8 No2. Port Hueneme Rd/Moranda Pkwy-Willowbrook Dr TWSC 51.6 F 34.3 D 45.8 E 31.3 D -5.8 -3.0 No

3. Port Hueneme Rd/Ventura Rd Signal 14.7 B 15.8 B 13.5 B 14.7 B -1.2 -1.1 No

4. Surfside Dr/Project Dwy 1 TWSC - - - - 9.8 A 10.4 B - - No5. Surfside Dr/Project Dwy 2 TWSC - - - - 7.8 A 7.9 A - - No =Unsatisfactory Level of Service
TWSC = Two-Way Stop Control
1 Delay in Seconds2 Level of Service
Intersection
Traffic
Control
Project
Deficiency?
AM Peak PM Peak AM Peak PM Peak
Opening Year Opening Year With Project
AM Delay PM Delay
Delay1 LOS2 Delay1 LOS2 Delay1 LOS2 Delay1 LOS2 Difference Difference

1. Port Hueneme Rd/Surfside Dr Signal 7.3 A 7.9 A 8.0 A 8.6 A 0.7 0.7 No

2. Port Hueneme Rd/Moranda Pkwy-Willowbrook Dr TWSC 51.6 F 34.3 D 49.4 E 33.8 D -2.2 -0.5 No3. Port Hueneme Rd/Ventura Rd Signal 14.7 B 15.8 B 14.2 B 15.4 B -0.5 -0.4 No4. Surfside Dr/Project Dwy 1 TWSC - - - - 12.1 B 12.9 B - - No5. Surfside Dr/Project Dwy 2 TWSC - - - - 7.8 A 7.9 A - - No =Unsatisfactory Level of Service
TWSC = Two-Way Stop Control
1 Delay in Seconds2 Level of Service
Intersection Traffic Control Project Deficiency? AM Peak PM Peak AM Peak PM Peak Opening Year Opening Year With Project Agenda Item No. 07 Page 126 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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6 TRAFFIC SAFETY ANALYSIS
A traffic safety analysis was prepared based on the Transportation Injury Mapping System (TIMS) developed by University of California, Berkeley. TIMS’ data is based on the Statewide Integrated Traffic Records System (SWITRS), a California Highway Patrol (CHP) database that collects detailed data on traffic collisions in California. Traffic collisions were analyzed over a period of 5 Years (June 2020 through June 2025). Traffic data are provided in Appendix G. As shown in Appendix G there were 16 collisions (breakdown of collisions occurred at the three study intersections is provided below - not including project driveways). It is to be noted that no collisions occurred at Surfside Drive along the project’s frontage.

6.1 Port Hueneme Road/Surfside Drive Intersection
As shown in Appendix G, there were 10 collisions that occurred at the Port Hueneme Road/Surfside Drive intersection between June 2020 and June 2025. The number of crashes by crash severity is shown in Figure 7.1. The number of crashes by type of crash is shown in Figure 7.2. As shown in Figures 7.1 and 7.2, most of the collisions that occurred were broadside collisions and included visible injuries. It is the state of practice to flag intersections for safety improvements if the intersection experienced five or more crashes over a 12-month period within a 3–5-year period. As shown in Appendix G, the intersection did not experience five or more crashes over a 12-month period within a 3–5-year period; therefore, the intersection would not be identified as an intersection that requires safety improvements.

A crash diagram was prepared for this intersection specifically since it is the main intersection that would serve future Project trips and since concerns were raised by community members regarding crashes from the westbound left-turn movement. The crash diagram is shown in Figure 7.7. As shown in Figure 7.7, there were 3 crashes (westbound left-turn related) that occurred over a 5-year period which is less than the threshold of crash significance (12-month period within a 3–5-year period); therefore, the westbound left-turn movement would not be identified as a movement that requires safety improvements.

6.2 Port Hueneme Road/Moranda Parkway-WillowBrook Drive Intersection
As shown in Appendix G, there were 2 collisions that occurred at the Port Hueneme Road/Moranda Parkway-WillowBrook Drive intersection between June 2020 and June 2025. The number of crashes by crash severity is shown in Figure 7.3. The number of crashes by type of crash is shown in Figure 7.4. As shown in Figures 7.3 and 7.4, one collision was a broadside while the other was a “hit object”. It is the state of practice to flag intersections for safety improvements if the intersection experienced five or more crashes over a 12-month period within a 3–5-year period. As shown in Appendix G, the intersection did not experience five or more crashes over a 12-month period within a 3–5-year period.; therefore, the intersection would not be identified as an intersection that requires safety improvements.

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6.3 Port Hueneme Road/Ventura Road Intersection
As shown in Appendix G, there were 4 collisions that occurred at the Port Hueneme Road/Ventura Road intersection between June 2020 and June 2025. The number of crashes by crash severity is shown in Figure 7.5. The number of crashes by type of crash is shown in Figure 7.6. As shown in Figures 7.5 and 7.6, the data included 2 broadside, 1 head-on, and 1 vehicle/pedestrian collision. It is the state of practice to flag intersections for safety improvements if the intersection experienced five or more crashes over a 12-month period within a 3–5-year period. As shown in Appendix G, the intersection did not experience five or more crashes over a 12-month period within a 3–5-year period.; therefore, the intersection would not be identified as an intersection that requires safety improvements.

Figure 7.1: Intersection 1 Number of Crashes by Crash Severity Figure 7.2: Intersection 1 Number of Crashes by Type of Crash Agenda Item No. 07 Page 128 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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Figure 7.3: Intersection 2 Number of Crashes by Crash Severity Figure 7.4: Intersection 2 Number of Crashes by Type of Crash Figure 7.5: Intersection 3 Number of Crashes by Crash Severity Agenda Item No. 07 Page 129 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
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Figure 7.6: Intersection 3 Number of Crashes by Type of Crash Figure 7.7: Intersection 1 Crash Diagram
Port Hueneme Rd
Port Hueneme Rd
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Traffic Impact Analysis
7 CONCLUSION
Level of Service:

All intersections are anticipated to operate at a satisfactory LOS during the AM and PM peak hours under Existing and Opening Year 2026 Without Project Conditions (for both scenarios) except for the following intersection:

2. Port Hueneme Road/Moranda Parkway-Willowbrook Drive (operates at LOS F during the AM peak hour and LOS D during the PM peak hour).

For the Existing and Opening Year With Project Scenario’s, all intersections operate at a satisfactory level of service (LOS) and/or reduce delay during the AM and PM peak hours (both scenarios).

Traffic Safety:

As discussed in the traffic safety section, it is the state of practice to flag intersections for safety improvements if an intersection experienced five or more crashes over a 12-month period within a 3– 5-year period. All study intersections did not experience five or more crashes over a 12-month period within a 3–5-year period; therefore, all intersections would not be identified as intersections that require safety improvements.

A crash diagram was prepared for the Port Hueneme Road/Surfside Drive intersection specifically since it is the main intersection that would serve future Project trips and since concerns were raised by community members regarding crashes from the westbound left-turn movement. There were 3 crashes (westbound left-turn related) that occurred over a 5-year period which is less than the threshold of crash significance (12-month period within a 3–5-year period); therefore, the westbound left-turn movement would not be identified as a movement that requires safety improvements.

Improved Conditions with Project Relocation:

As stated above, the project would not result in transportation impacts. Additionally, due to the change in location, the following list of benefits would be experienced by community members as a result of the Project’s change in location:

1. Less delay would be experienced at two intersections (i.e., Port Hueneme Road/Moranda Parkway and Port Hueneme Road/Ventura Road)

2. Community members that are part of the International Longshore and Warehouse Union will be able to experience better efficiency since the dispatch hall would be separated from the port allowing them to only enter the port when a job is assigned.

3. Community members that often drive through the port area will experience less congestion as compared to the existing conditions.

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Traffic Impact Analysis
APPENDIX A – TRAFFIC STUDY SCOPING AGREEMENT
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Traffic Engineering Scope of Work
Project Name: International Longshore and Warehouse Union 46 Dispatch Hall
Project Location: 250 S. Surfside Drive, Port Hueneme, CA 93041

1. Purpose
The objective of this traffic study is to evaluate the potential impacts of the proposed ILWU 46 Dispatch Hall project on traffic flow, intersection operations, parking demand, and overall transportation network efficiency within the City of Port Hueneme. Given its proximity to The Port, the study will specifically assess preexisting Port truck, and pre-existing Port vehicle traffic along Port Hueneme Road to determine how the project integrates with existing commuter traffic and freight movement and logistics operations.

2. Study Methodology
Trip Generation Analysis
• Evaluate the project’s estimated 496 daily trips, 159 AM peak hour trips, and 162 PM peak hour trips based on industry-standard trip generation rates. • Compare generated trips against pre-existing truck and vehicle traffic from The Port and commuter traffic to analyze cumulative traffic impacts.

Parking Demand Analysis
• The proposed parking ratio of 1 space per 82 sq. ft. requires additional explanation on page 2. Please include a detailed operational plan for the union hall to justify this ratio, clearly demonstrating how current usage supports the proposed rate.
• A statement must be added confirming that this ratio is tied to the current use and gross floor area. Any future increase in staffing, program intensity, or building area will require a new parking study. Projects may be denied if adequate on-site parking cannot be provided.
• The proposed reduction of the standard office parking ratio from 1/250 to

1.85/1,000 sq. ft. is not supported. The City will enforce the PHMC requirement of 1/250, consistent with regional standards.

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• Update site plan and compact parking space calculations to meet requirements. • Identify potential overflow concerns and recommend mitigation strategies using Surfside Drive on-street parking and City parking lots along Surfside Drive for overflow parking needs.

Intersection Analysis
The study will evaluate traffic conditions at five key intersections, including impacts from Port vehicles, Port truck traffic, local commuting traffic, and local business traffic including the Surfside Motel property:

Signalized Intersections:

1. Port Hueneme Road & Surfside Drive

2. Port Hueneme Road & Ventura Road
Non-Signalized Intersections:

3. Port Hueneme Road & Moranda Parkway / Willowbrook Drive. The Surfside Motel project currently under construction when finished will consist of 81 units (41 apartments and 32 motel rooms with a gross floor area of 31,217 square feet). Moranda Park is experiencing an increase in users for the pickle ball courts and park recreation needs.

4. Port Hueneme Road & N. 5th Street
Analysis will include:
• Level of Service (LOS) Assessment – Measure existing vs. projected LOS to ensure B or better is maintained which is the current state. • Vehicle Miles Traveled (VMT) – Estimate project-induced additional travel distance in combination with truck and vehicle traffic from The Port. • Heavy Vehicle Impact Analysis – Assess the percentage of truck movements and their effect on congestion patterns in eastbound and westbound directions. • Traffic Flow Evaluation – Examine freight logistics flow and potential conflicts with passenger vehicle trips.
• Improvement Recommendations – Propose intersection upgrades, signage, lane modifications to accommodate truck and vehicle movements, or alternate routing using Surfside Drive to Ventura Road or Surfside Drive to Market Street.

3. Recommendations & Mitigation Measures
• Signal adjustments to manage turning movements effectively to maintain a LOS B.

Agenda Item No. 07 Page 134 of 395 CC Agenda 06-01-2026

• Lane widening or turn pocket reconfiguration /extensions where needed to support freight truck and vehicle operations.
• Dedicated truck lane or signage improvements to separate Port generated commercial traffic from standard commuter traffic.
• Parking lot circulation design improvements to optimize onsite parking and delivery services (trash pick-up, mail, FedEx, UPS).

4. Deliverables
The final Traffic Study report will include:
• Executive summary with findings & conclusions.
• Detailed intersection analysis with LOS assessments including Port-related truck and vehicle traffic.
• Proposed mitigation strategies.
• Maps & diagrams illustrating traffic patterns and solutions. • Recommendations for maintaining LOS B or better.

Information Sheet on Level of Service (LOS)
The Institute of Transportation Engineers (ITE) defines Level of Service (LOS) as a qualitative measure describing operational conditions within a traffic stream. LOS is rated from A (best) to F (worst) based on factors like speed, travel time, freedom to maneuver, and traffic density. Here’s a breakdown:
• LOS A – Free Flow: Traffic moves at or above the posted speed limit with minimal delays. Drivers experience complete mobility and comfort. • LOS B – Stable Flow: Slight congestion begins to appear, but maneuverability is still good. Drivers may occasionally need to adjust speed. The City Public Works Department would rate that Port Hueneme Road signalized intersections are operating at LOS B.
• LOS C – Moderate Congestion: Lane changes and passing become more difficult. Speeds are maintained but close to capacity. • LOS D – Heavy Congestion: Traffic is dense, speeds are reduced, and drivers feel restricted. This is typical of urban highways during peak hours. • LOS E – Near Capacity: Traffic flow becomes irregular, speeds fluctuate, and delays increase. Roads are operating at their maximum intended capacity. • LOS F – Breakdown Conditions: Traffic flow is forced, with frequent stops and unstable speeds. Severe congestion leads to unpredictable delays.

Agenda Item No. 07 Page 135 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
Traffic Impact Analysis
APPENDIX B – TRIP GENERATION AND PARKING DEMAND ANALYSIS Agenda Item No. 07 Page 136 of 395 CC Agenda 06-01-2026 Urban Planning ■ Due Diligence ■ Entitlements ■ CEQA/NEPA ■ Development Services ■ Management ■ Public Outreach 2030 Main Street, Suite 1200 ■ Irvine, CA 92614
949.794.1180 ■ [email protected]
This memorandum analyzes the parking demand for the dispatch hall located at 341 W Port Hueneme Rd, Port Hueneme, CA 93041. The existing operation would not be expanded, however, is proposed to move to 250 S.

Surfside Drive, Port Hueneme, CA 93041. This memorandum includes an analysis of the Project’s daily and peak hour trip generation, as well as a daily, AM, and PM peak parking demand analysis.

The existing conditions and trip generation and parking forecasts were based on operational data collected at the dispatch hall driveway, as well as the street parking north and south of the dispatch hall driveway on September 5th, 2023. This day was selected as the number of jobs available was high due to the increased activity at the Port.

There were 178 jobs available, with an estimated 200 people at the dispatch hall on the day counts were taken.

The count data is provided as an attachment.

Project Trip Generation
Per the data evaluated, the Project’s peak generation occurs between 6:45-7:45 AM and 4:45-5:45 PM. When utilizing the peak hour of the adjacent street (the highest hour during the peak commute periods of 7:00-9:00 AM and 4:00-6:00 PM), the Project’s peak generation occurs between 7:00-8:00 AM and 4:45-5:45 PM.

Table 1 presents the trip generation utilizing the Project’s peak trip generation, and Table 2 presents the trip generation utilizing the trip generation during the peak hour of the adjacent street. As shown in Table 1, the existing operation generates 496 daily trips, including 159 AM peak hour trips (69 inbound and 90 outbound), and 162 PM peak hour trips (72 inbound and 90 outbound) considering the generator peak hours. As shown in Table 2, the existing operation generates 496 daily trips, including 138 AM peak hour trips (69 inbound and 90 outbound) and 162 PM peak hour trips (72 inbound and 90 outbound) considering the peak hours of the adjacent street.

To: Pacific Maritime Association
From: Maryam Javanmardi;Alex J. Garber
Date: 10/11/2023
Re: Trip Generation and Parking Demand Analysis for the Proposed Dispatch Operation at the Port of Hueneme.

Agenda Item No. 07 Page 137 of 395 CC Agenda 06-01-2026 Port of Hueneme Dispatch Hall
Parking Demand Analysis
2 Table 1. Project Trip Generation (Peak Hour of the Project) Table 2. Project Trip Generation (Peak Hour of the Adjacent Street) Project Parking Requirements
To calculate the parking demand of the Project at its new location, all vehicles utilizing the existing parking lot and on-street parking along the adjacent street were utilized. This was determined using the 24-hour counts taken at the dispatch hall’s driveway and the street parking north and south of the driveway, on September 5th. The maximum number of vehicles on site at any given time was calculated by analyzing the number of vehicles that have entered the site subtracting the number that have left the site (no vehicles were on site at the time counting commenced). Table 3 below shows the maximum vehicles on site per hour. As can be seen in Table 3, the Project’s peak parking demand occurs at 4:00 PM, with 85 cars located on site or along the street.

Land Use Daily In Out Total In Out Total
Trip Rates
Dispatch Hall1
496 69 90 159 72 90 162
AM Peak Hour PM Peak Hour
1 Trip Generation based on counts taken at the project driveway and the adjacent streets on September 5, 2023. The peak hour used was the highest AM an PM hour.

Land Use Daily In Out Total In Out Total
Trip Rates
Dispatch Hall1
496 46 92 138 72 90 162
AM Peak Hour PM Peak Hour
1 Trip Generation based on counts taken at the project driveway and the adjacent streets on September 5, 2023. The peak hour used was the highest hour between 7-9 AM and 4-6 PM.

Agenda Item No. 07 Page 138 of 395 CC Agenda 06-01-2026 Port of Hueneme Dispatch Hall
Parking Demand Analysis
3 Table 3. Project Parking Demand
Conclusion
The Project generates 496 daily trips on a high volume day (when the port is highly active), with 159 AM peak hour trips and 162 PM peak hour trips. Vehicles do not spend a significant amount of time on site, as many vehicles arrive and leave within an hour; therefore, the number of vehicles onsite at any given time is limited. The peak Date IN OUT Remain North South
Total
Vehicles
0:00 0 0 0 0 0 0
1:00 0 0 0 0 0 0
2:00 0 0 0 0 0 0
3:00 0 0 0 0 0 0
4:00 1 0 1 0 0 1
5:00 3 3 1 0 0 1
6:00 59 2 58 0 1 59
7:00 39 85 12 7 7 26
8:00 5 6 11 1 0 12
9:00 2 3 10 1 0 11
10:00 7 8 9 1 0 10
11:00 3 2 10 1 0 11
Date IN OUT Remain North South
Total
Vehicles
12:00 3 3 10 2 0 12
13:00 3 2 11 0 0 11
14:00 8 5 14 1 0 15
15:00 3 7 10 0 0 10
16:00 80 7 83 2 0 85
17:00 26 89 20 10 4 34
18:00 2 14 8 1 0 9
19:00 5 2 11 1 0 12
20:00 0 4 7 1 0 8
21:00 0 1 6 1 0 7
22:00 2 2 6 0 0 6
23:00 0 0 6 0 0 6
Peak Parking Demand
AM
PM
Agenda Item No. 07 Page 139 of 395 CC Agenda 06-01-2026 Port of Hueneme Dispatch Hall
Parking Demand Analysis
4 parking demand occurs at 4:00 PM, with 85 vehicles requiring space to park. Therefore, it is recommended that the new location provides at least 94 spaces (85 spaces, with a 10 percent buffer of 9 spaces) If you have any questions about this analysis, please contact me at (949) 794-1180 or [email protected].

Agenda Item No. 07 Page 140 of 395 CC Agenda 06-01-2026 CITY: Port Hueneme PROJECT:

AM Period EB WB PM Period EB WB
0:00 0 0 12:00 1 1
0:15 0 0 12:15 1 0
0:30 0 0 12:30 0 0
0:45 0 0 0 0 12:45 1 3 2 3 6
1:00 0 0 13:00 0 1
1:15 0 0 13:15 1 1
1:30 0 0 13:30 1 0
1:45 0 0 0 0 13:45 1 3 0 2 5
2:00 0 0 14:00 1 3
2:15 0 0 14:15 0 0
2:30 0 0 14:30 6 1
2:45 0 0 0 0 14:45 1 8 1 5 13
3:00 0 0 15:00 0 2
3:15 0 0 15:15 1 3
3:30 0 0 15:30 2 2
3:45 0 0 0 0 15:45 0 3 0 7 10
4:00 0 0 16:00 3 2
4:15 1 0 16:15 21 4
4:30 0 0 16:30 15 1
4:45 0 1 0 0 1 16:45 41 80 0 7 87
5:00 1 1 17:00 14 15
5:15 1 0 17:15 6 42
5:30 1 0 17:30 4 26
5:45 0 3 2 3 6 17:45 2 26 6 89 115
6:00 4 0 18:00 0 5
6:15 11 1 18:15 0 0
6:30 19 0 18:30 2 7
6:45 25 59 1 2 61 18:45 0 2 2 14 16
7:00 20 12 19:00 1 1
7:15 14 50 19:15 1 0
7:30 3 20 19:30 1 0
7:45 2 39 3 85 124 19:45 2 5 1 2 7
8:00 0 2 20:00 0 1
8:15 0 0 20:15 0 2
8:30 2 3 20:30 0 1
8:45 3 5 1 6 11 20:45 0 0 0 4 4
9:00 1 1 21:00 0 1
9:15 0 0 21:15 0 0
9:30 0 1 21:30 0 0
9:45 1 2 1 3 5 21:45 0 0 0 1 1
10:00 1 2 22:00 0 0
10:15 4 2 22:15 0 0
10:30 1 2 22:30 2 0
10:45 1 7 2 8 15 22:45 0 2 2 2 4
11:00 1 1 23:00 0 0
11:15 2 1 23:15 0 0
11:30 0 0 23:30 0 0
11:45 0 3 0 2 5 23:45 0 0 0 0
Total Vol. 119 109 228 132 136 268
EB WB Combined
251 245 496
Split % 52.2% 47.8% 46.0% 49.3% 50.7% 54.0%
Peak Hour 6:30 7:00 6:45 16:15 17:00 16:45
Volume 78 85 145 91 89 148
P.H.F. 0.78 0.43 0.57 0.55 0.53 0.77
Tuesday, September 05, 2023 SC
ADT1 Dwy east of Lighthouse Prom. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888
Agenda Item No. 07 Page 141 of 395 CC Agenda 06-01-2026 Prepared by AimTD LLC tel. 714 253 7888
Port Hueneme, Lighthouse Prom north of Dwy (red)
TTL Spaces: 8
Hours: 24
Date Parked % Occupied
12:00 AM 0 0%
1:00 AM 0 0%
2:00 AM 0 0%
3:00 AM 0 0%
4:00 AM 0 0%
5:00 AM 0 0%
6:00 AM 0 0%
7:00 AM 7 88%
8:00 AM 1 13%
9:00 AM 1 13%
10:00 AM 1 13%
11:00 AM 1 13%
12:00 PM 2 25%
1:00 PM 0 0%
2:00 PM 1 13%
3:00 PM 0 0%
4:00 PM 2 25%
5:00 PM 10 125%
6:00 PM 1 13%
7:00 PM 1 13%
8:00 PM 1 13%
9:00 PM 1 13%
10:00 PM 0 0%
11:00 PM 0 0%
Tuesday, September 5, 2023
Agenda Item No. 07 Page 142 of 395 CC Agenda 06-01-2026 Prepared by AimTD LLC tel. 714 253 7888
Port Hueneme, Lighthouse Prom south of Dwy (green)
TTL Spaces: 7
Hours: 24
Date Parked % Occupied
12:00 AM 0 0%
1:00 AM 0 0%
2:00 AM 0 0%
3:00 AM 0 0%
4:00 AM 0 0%
5:00 AM 0 0%
6:00 AM 1 14%
7:00 AM 7 100%
8:00 AM 0 0%
9:00 AM 0 0%
10:00 AM 0 0%
11:00 AM 0 0%
12:00 PM 0 0%
1:00 PM 0 0%
2:00 PM 0 0%
3:00 PM 0 0%
4:00 PM 0 0%
5:00 PM 4 57%
6:00 PM 0 0%
7:00 PM 0 0%
8:00 PM 0 0%
9:00 PM 0 0%
10:00 PM 0 0%
11:00 PM 0 0%
Tuesday, September 5, 2023
Agenda Item No. 07 Page 143 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
Traffic Impact Analysis
APPENDIX C – TRAFFIC COUNTS
Agenda Item No. 07 Page 144 of 395 CC Agenda 06-01-2026 DATE: LOCATION: Port Hueneme PROJECT #: SC5444
6/3/25 NORTH & SOUTH: S Surfside Dr LOCATION #: 1
TUESDAY EAST & WEST: Port Hueneme Rd CONTROL: SIGNAL
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 1 1 1 0 1 0 1 2 1 1 2 0
7:00 AM 16 0 15 1 0 1 0 119 8 24 126 0 309
7:15 AM 16 0 19 2 0 2 0 188 10 31 144 1 412
7:30 AM 19 0 30 5 2 5 5 178 15 19 151 0 426
7:45 AM 16 0 22 4 0 2 2 165 15 26 185 1 437
8:00 AM 20 0 30 2 2 1 0 169 10 21 129 2 384
8:15 AM 7 0 11 2 0 1 0 142 5 26 162 1 355
8:30 AM 19 2 26 0 0 2 0 123 8 15 151 4 349
8:45 AM 13 0 12 2 0 2 3 98 11 26 122 1 288
VOLUMES 125 2 164 17 3 16 10 1,180 81 185 1,168 10 2,959 APPROACH % 43% 1% 56% 47% 8% 44% 1% 93% 6% 14% 86% 1%
APP/DEPART 290 / 22 36 / 269 1,270 / 1,360 1,363 / 1,309 0

BEGIN PEAK HR
VOLUMES 70 0 101 12 3 10 7 699 49 96 608 4 1,658
APPROACH % 41% 0% 59% 48% 12% 40% 1% 93% 6% 13% 86% 1%
PEAK HR FACTOR 0.853 0.568 0.953 0.836 0.949
APP/DEPART 171 / 11 25 / 147 755 / 812 708 / 688 0
4:00 PM 29 3 56 0 0 4 3 169 13 22 175 1 475
4:15 PM 14 1 24 1 0 1 0 176 9 24 143 2 394
4:30 PM 20 0 48 3 0 0 2 159 12 28 173 2 446
4:45 PM 15 0 22 1 0 0 2 146 13 23 125 1 346
5:00 PM 15 0 28 0 0 1 2 137 7 27 138 3 358
5:15 PM 16 0 23 2 0 1 1 119 8 22 147 0 338
5:30 PM 10 0 15 2 0 0 0 94 13 35 135 3 307
5:45 PM 10 0 16 2 0 2 2 85 7 20 117 2 262
VOLUMES 128 4 231 11 0 9 12 1,084 82 200 1,151 14 2,925 APPROACH % 35% 1% 64% 55% 0% 45% 1% 92% 7% 15% 84% 1%
APP/DEPART 363 / 30 20 / 282 1,177 / 1,326 1,365 / 1,288 0

BEGIN PEAK HR
VOLUMES 77 4 150 5 0 5 7 649 47 96 615 6 1,660
APPROACH % 33% 2% 65% 50% 0% 50% 1% 92% 7% 13% 86% 1%
PEAK HR FACTOR 0.655 0.625 0.949 0.885 0.875
APP/DEPART 231 / 17 10 / 143 703 / 803 717 / 697 0
S Surfside Dr S Surfside Dr Port Hueneme Rd Port Hueneme Rd AM 7:15 AM PM
4:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Agenda Item No. 07 Page 145 of 395 CC Agenda 06-01-2026 DATE: LOCATION: Port Hueneme PROJECT #: SC5444
6/3/25 NORTH & SOUTH: N Ventura Rd LOCATION #: 2
TUESDAY EAST & WEST: Port Hueneme Rd CONTROL: SIGNAL
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 1 2 1 2 1.5 0.5 1 1.5 0.5 1 1 1
7:00 AM 0 17 9 81 12 26 16 31 3 2 59 95 351
7:15 AM 1 43 15 97 14 10 34 73 1 5 30 119 440
7:30 AM 5 43 15 98 7 17 25 66 1 0 25 152 452
7:45 AM 5 43 19 104 17 19 11 45 3 1 44 146 456
8:00 AM 3 25 9 108 30 14 14 62 1 6 27 121 419
8:15 AM 0 30 7 88 21 18 16 45 0 5 25 134 387
8:30 AM 1 23 8 62 20 13 11 66 2 4 41 128 378
8:45 AM 5 27 13 79 19 20 7 37 2 4 35 98 345
VOLUMES 20 250 93 716 140 136 133 424 13 26 284 993 3,226 APPROACH % 5% 69% 26% 72% 14% 14% 23% 74% 2% 2% 22% 76% APP/DEPART 363 / 1,376 992 / 179 569 / 1,233 1,303 / 440 0

BEGIN PEAK HR
VOLUMES 14 154 58 407 68 59 83 245 6 12 125 538 1,766
APPROACH % 6% 68% 26% 76% 13% 11% 25% 73% 2% 2% 19% 80% PEAK HR FACTOR 0.838 0.881 0.778 0.883 0.969
APP/DEPART 225 / 774 534 / 86 333 / 709 675 / 198 0
4:00 PM 2 30 5 136 36 12 20 37 3 18 24 132 453
4:15 PM 3 18 7 156 47 5 24 27 2 10 31 104 432
4:30 PM 1 21 6 141 32 29 20 34 3 13 30 142 469
4:45 PM 4 24 4 132 39 41 24 30 3 11 39 86 436
5:00 PM 3 20 3 117 44 27 25 26 1 14 24 100 403
5:15 PM 1 23 11 85 33 11 61 33 4 14 20 102 397
5:30 PM 3 20 3 84 47 13 34 19 5 23 12 113 375
5:45 PM 2 18 7 77 39 12 13 12 4 14 24 87 307
VOLUMES 19 172 45 927 317 149 220 217 24 115 203 865 3,271 APPROACH % 8% 73% 19% 67% 23% 11% 48% 47% 5% 10% 17% 73% APP/DEPART 236 / 1,256 1,393 / 456 461 / 1,189 1,182 / 371 0

BEGIN PEAK HR
VOLUMES 10 93 21 565 154 87 87 127 11 51 124 463 1,790
APPROACH % 8% 75% 17% 70% 19% 11% 39% 57% 5% 8% 19% 73% PEAK HR FACTOR 0.846 0.951 0.943 0.865 0.954
APP/DEPART 124 / 642 805 / 215 225 / 713 637 / 220 0
N Ventura Rd N Ventura Rd Port Hueneme Rd Port Hueneme Rd AM 7:15 AM PM
4:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Agenda Item No. 07 Page 146 of 395 CC Agenda 06-01-2026 DATE: LOCATION: Port Hueneme PROJECT #: SC5444
6/3/25 NORTH & SOUTH: Moranda Pkwy LOCATION #: 3
TUESDAY EAST & WEST: Port Hueneme Rd CONTROL: STOP N/S
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 0 1 0 0 1 0 1 2 1 1 2 1
7:00 AM 0 0 2 0 0 1 0 125 0 1 134 1 264
7:15 AM 0 0 3 5 1 2 0 189 3 3 155 3 363
7:30 AM 3 0 6 4 0 1 0 186 3 3 174 0 380
7:45 AM 0 0 3 3 0 3 1 177 1 2 191 0 381
8:00 AM 2 0 4 2 0 0 3 175 5 4 154 2 349
8:15 AM 2 0 6 4 0 1 0 139 5 6 159 2 322
8:30 AM 5 0 1 3 0 2 0 127 14 4 181 1 337
8:45 AM 9 0 4 2 0 2 2 109 14 1 118 2 262
VOLUMES 21 0 29 22 1 12 6 1,225 44 24 1,263 10 2,655
APPROACH % 41% 0% 59% 63% 3% 34% 0% 96% 3% 2% 97% 1%
APP/DEPART 50 / 15 35 / 69 1,275 / 1,276 1,296 / 1,296 0

BEGIN PEAK HR
VOLUMES 5 0 16 14 1 6 4 726 12 12 673 4 1,472
APPROACH % 24% 0% 76% 66% 5% 29% 0% 98% 2% 2% 98% 1%
PEAK HR FACTOR 0.583 0.641 0.965 0.894 0.967
APP/DEPART 21 / 8 21 / 25 742 / 756 689 / 684 0
4:00 PM 1 0 4 3 0 7 1 178 3 1 171 3 371
4:15 PM 0 0 4 2 0 2 1 180 5 3 161 1 357
4:30 PM 5 0 1 0 0 1 2 175 7 7 170 1 368
4:45 PM 1 0 4 3 0 1 1 154 5 3 142 0 314
5:00 PM 1 0 4 1 0 2 0 140 6 9 145 0 307
5:15 PM 5 0 9 1 0 2 1 120 6 10 148 1 303
5:30 PM 2 0 4 1 0 0 1 102 6 6 140 2 264
5:45 PM 4 0 5 2 0 2 0 87 7 5 125 3 240
VOLUMES 19 0 35 13 0 17 7 1,134 44 44 1,200 11 2,522
APPROACH % 36% 0% 64% 42% 0% 58% 1% 96% 4% 4% 96% 1%
APP/DEPART 54 / 18 30 / 88 1,185 / 1,181 1,255 / 1,236 0

BEGIN PEAK HR
VOLUMES 7 0 13 8 0 11 5 686 20 14 643 5 1,410
APPROACH % 36% 0% 64% 41% 0% 59% 1% 97% 3% 2% 97% 1%
PEAK HR FACTOR 0.813 0.487 0.959 0.932 0.950
APP/DEPART 20 / 10 19 / 34 710 / 706 662 / 661 0
Moranda Pkwy Willowbrook Dr Port Hueneme Rd Port Hueneme Rd AM 7:15 AM PM
4:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Agenda Item No. 07 Page 147 of 395 CC Agenda 06-01-2026 ILWU 46 Dispatch Hall
Traffic Impact Analysis
APPENDIX D – LEVEL OF SERVICE CALCULATIONS
Agenda Item No. 07 Page 148 of 395 CC Agenda 06-01-2026 Intersection Analysis Summary
Report File: C:\...\Existing AM.pdf 10/13/2025
Vistro File: C:\...\250 S Surfside Dr - 10.12.2025.vistro Scenario 1 Existing AM 250 S Surfside Dr
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.

NB Thru 0.002 0.0 A
HCM 7th
Edition 5 Surfside Dr/Project Dwy 2 Two-way stop
NB Thru 0.002 0.0 A
HCM 7th
Edition 4 Surfside Dr/Project Dwy 1 Two-way stop
NB Left 0.295 14.6 B
HCM 7th
Edition 3 Port Hueneme Rd/Ventura Rd Signalized
SB Thru 0.018 41.6 E
HCM 7th
Edition Two-way stop Port Hueneme Rd/MorandaPkwy-Willowbrook Dr 2 NB Left 0.260 7.2 A
HCM 7th
Edition 1 Port Hueneme Rd/Surfside Dr Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 149 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.260
Level Of Service: A
Delay (sec / veh): 7.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Port Hueneme Rd/Surfside Dr
Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 110.00 100.00 110.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 0 0 1 0 1 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
2 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 150 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 1 2 1 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 17 0 3 11
v_do, Outbound Pedestrian Volume crossing 3 11 17 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] 82 0 55 21 5 7 7 734 40 115 727 5 Total 15-Minute Volume [veh/h] 21 0 14 5 1 2 2 183 10 29 182 1 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 0.8525 0.8525 0.8525 0.5682 0.5682 0.5682 0.9527 0.9527 0.9527 0.8363 0.8363 0.8363 Total Hourly Volume [veh/h] 70 0 47 12 3 4 7 699 38 96 608 4 Right Turn on Red Volume [veh/h] 0 0 54 0 0 6 0 0 11 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] 70 0 101 12 3 10 7 699 49 96 608 4 Name
Volumes
3 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 151 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
Vehicle Extension [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 3.5 0.0 0.0 3.5 0.0 Minimum Green [s] 0 10 0 0 10 0 0 15 0 0 15 0
Lead / Lag - - - - - - - - - - - -
Split [s] 0 23 0 0 23 0 0 37 0 0 37 0
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 0.0 3.1 0.0 0.0 3.1 0.0 0.0 4.1 0.0 0.0 4.1 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 26 0 0 21 0 0 10 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
All red [s] 0.0 1.5 0.0 0.0 1.5 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Amber [s] 0.0 3.6 0.0 0.0 3.6 0.0 0.0 4.1 0.0 0.0 4.1 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing (Basic)
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
4 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 152 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 19.63 0.00 12.84 7.51 1.33 45.18 4.17 26.72 46.42 46.33 95th-Percentile Queue Length [veh/ln] 0.79 0.00 0.51 0.30 0.05 1.81 0.17 1.07 1.86 1.85 50th-Percentile Queue Length [ft/ln] 10.90 0.00 7.13 4.17 0.74 25.10 2.32 14.85 25.79 25.74 50th-Percentile Queue Length [veh/ln] 0.44 0.00 0.29 0.17 0.03 1.00 0.09 0.59 1.03 1.03 Critical Lane Group Yes No No No No Yes No No No No
Lane Group LOS B A B B A A A B A A
d, Delay for Lane Group [s/veh] 11.80 0.00 11.46 11.22 9.03 6.41 5.11 11.39 6.49 6.49 X, volume / capacity 0.21 0.00 0.16 0.07 0.02 0.43 0.05 0.29 0.41 0.41 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] 0.10 0.00 0.08 0.02 0.02 0.21 0.04 0.47 0.36 0.36 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 0.04 0.04 0.04 0.04 0.13 0.13 0.13 0.13 0.13 0.13 d1, Uniform Delay [s] 11.70 0.00 11.38 11.20 9.01 6.21 5.07 10.92 6.13 6.13 c, Capacity [veh/h] 385 404 339 465 416 1706 730 402 896 894 s, saturation flow rate [veh/h] 1424 1900 1594 1407 733 3618 1548 703 1900 1895 (v / s)_i Volume / Saturation Flow Rate 0.06 0.00 0.03 0.02 0.01 0.20 0.03 0.16 0.19 0.19 g / C, Green / Cycle 0.21 0.21 0.21 0.21 0.47 0.47 0.47 0.47 0.47 0.47 g_i, Effective Green Time [s] 7 7 7 7 17 17 17 17 17 17 l2, Clearance Lost Time [s] 3.10 3.10 3.10 3.10 4.10 4.10 4.10 4.10 4.10 4.10 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.10 5.10 5.10 5.10 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 35 35 35 35 35 35 35 35 35 35 Lane Group L C R C L C R L C C
Lane Group Calculations
5 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 153 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 11.80 0.00 11.46 11.22 11.22 11.22 9.03 6.41 5.11 11.39 6.49 6.49 Movement LOS B A B B B B A A A B A A
d_A, Approach Delay [s/veh] 11.66 11.22 6.37 7.16
Approach LOS B B A A
d_I, Intersection Delay [s/veh] 7.23
Intersection LOS A
Intersection V/C 0.260
Emissions
Vehicle Miles Traveled [mph] 9.87 0.00 6.62 1.56 0.25 26.64 1.45 10.92 34.81 34.73 Stops [stops/h] 44.37 0.00 29.02 16.97 3.00 204.26 9.42 60.41 104.94 104.72 Fuel consumption [US gal/h] 0.85 0.00 0.56 0.23 0.05 3.51 0.17 1.14 2.60 2.59 CO [g/h] 59.31 0.00 39.23 16.30 3.15 245.34 11.73 79.49 181.76 181.35 NOx [g/h] 11.54 0.00 7.63 3.17 0.61 47.73 2.28 15.47 35.36 35.28 VOC [g/h] 13.75 0.00 9.09 3.78 0.73 56.86 2.72 18.42 42.12 42.03 Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 0.0
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] 8.40 8.40 8.40 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.402 1.701 2.931 0.000 Crosswalk LOS B A C F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1012 1012 1746 1746 d_b, Bicycle Delay [s] 4.32 4.33 0.29 0.28
I_b,int, Bicycle LOS Score for Intersection 1.875 1.624 2.213 2.258 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
6 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 154 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.018
Level Of Service: E
Delay (sec / veh): 41.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 2: Port Hueneme Rd/Moranda Pkwy-Willowbrook Dr Intersection Level Of Service Report
Crosswalk Yes Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 120.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 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
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 9 0 27 22 2 9 4 752 12 13 753 4 Total 15-Minute Volume [veh/h] 2 0 7 5 0 2 1 188 3 3 188 1 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 0.5833 0.5833 0.5833 0.6406 0.6406 0.6406 0.9655 0.9655 0.9655 0.8942 0.8942 0.8942 Total Hourly Volume [veh/h] 5 0 16 14 1 6 4 726 12 12 673 4 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] 5 0 16 14 1 6 4 726 12 12 673 4 Name
Volumes
7 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 155 of 395 CC Agenda 06-01-2026 Intersection LOS E
d_I, Intersection Delay [s/veh] 1.09
Approach LOS C D A A
d_A, Approach Delay [s/veh] 16.77 29.90 0.05 0.16
95th-Percentile Queue Length [ft/ln] 8.75 8.75 8.75 16.55 16.55 16.55 0.35 0.00 0.00 1.15 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.35 0.35 0.35 0.66 0.66 0.66 0.01 0.00 0.00 0.05 0.00 0.00 Movement LOS D E B D E C A A A A A A
d_M, Delay for Movement [s/veh] 31.16 37.88 11.98 34.79 41.59 15.33 9.19 0.00 0.00 9.26 0.00 0.00 V/C, Movement V/C Ratio 0.06 0.00 0.04 0.15 0.02 0.01 0.00 0.01 0.00 0.02 0.01 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
8 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 156 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.295
Level Of Service: B
Delay (sec / veh): 14.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Port Hueneme Rd/Ventura 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] 25.00 35.00 35.00 35.00
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] 70.00 100.00 100.00 130.00 100.00 100.00 180.00 100.00 100.00 140.00 100.00 140.00 No. of Lanes in Entry Pocket 1 0 1 2 0 0 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
9 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 157 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 2 2 2 1
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 11 2 0 6
v_do, Outbound Pedestrian Volume crossing 0 6 11 2
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] 17 184 49 462 77 58 107 315 6 14 142 314 Total 15-Minute Volume [veh/h] 4 46 12 115 19 14 27 79 2 3 35 78 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 0.8377 0.8377 0.8377 0.8812 0.8812 0.8812 0.7780 0.7780 0.7780 0.8829 0.8829 0.8829 Total Hourly Volume [veh/h] 14 154 41 407 68 51 83 245 5 12 125 277 Right Turn on Red Volume [veh/h] 0 0 17 0 0 8 0 0 1 0 0 261 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] 14 154 58 407 68 59 83 245 6 12 125 538 Name
Volumes
10 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 158 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
Vehicle Extension [s] 2.0 2.5 0.0 3.0 2.0 0.0 0.0 2.5 0.0 0.0 2.5 2.5 Minimum Green [s] 5 10 0 7 10 0 0 10 0 0 10 10
Lead / Lag Lead - - Lead - - - - - - - -
Split [s] 28 41 0 13 26 0 0 36 0 0 36 36
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 3.5 4.0 0.0 3.5 3.5 0.0 0.0 4.1 0.0 0.0 4.1 4.1 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 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 25 0 0 24 0 0 27 0 0 29 29
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 7
All red [s] 1.5 2.0 0.0 1.5 1.5 0.0 0.0 2.0 0.0 0.0 2.0 2.0 Amber [s] 4.0 4.0 0.0 4.0 4.0 0.0 0.0 4.1 0.0 0.0 4.1 4.1 Maximum Green [s] 4 20 0 35 35 0 0 35 0 0 35 35
Auxiliary Signal Groups 1,6,8
Signal Group 5 2 0 1 6 0 0 4 0 0 8 8
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Overlap Phasing & Timing (Basic)
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 Isolated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
11 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 159 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 10.54 41.58 22.05 107.96 20.78 18.32 50.07 60.32 60.08 5.91 52.62 1.64 95th-Percentile Queue Length [veh/ln] 0.42 1.66 0.88 4.32 0.83 0.73 2.00 2.41 2.40 0.24 2.10 0.07 50th-Percentile Queue Length [ft/ln] 5.86 23.10 12.25 59.98 11.54 10.18 27.82 33.51 33.38 3.28 29.24 0.91 50th-Percentile Queue Length [veh/ln] 0.23 0.92 0.49 2.40 0.46 0.41 1.11 1.34 1.34 0.13 1.17 0.04 Critical Lane Group No Yes No Yes No No Yes No No No No No Lane Group LOS C B B C B B C B B B B A
d, Delay for Lane Group [s/veh] 28.72 18.80 18.43 20.46 10.84 10.86 20.30 15.08 15.09 18.23 14.89 0.90 X, volume / capacity 0.45 0.28 0.17 0.65 0.10 0.10 0.34 0.30 0.30 0.04 0.26 0.25 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] 3.10 0.17 0.20 1.02 0.02 0.03 0.48 0.23 0.23 0.04 0.19 0.10 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 0.04 0.08 0.08 0.11 0.04 0.04 0.08 0.08 0.08 0.08 0.08 0.11 d1, Uniform Delay [s] 25.62 18.63 18.23 19.43 10.82 10.84 19.82 14.85 14.86 18.19 14.69 0.79 c, Capacity [veh/h] 38 661 291 708 708 602 311 538 534 325 538 1247 s, saturation flow rate [veh/h] 1810 3618 1592 3514 1900 1615 947 1900 1885 1069 1900 1595 (v / s)_i Volume / Saturation Flow Rate 0.01 0.05 0.03 0.13 0.04 0.04 0.11 0.08 0.08 0.01 0.07 0.20 g / C, Green / Cycle 0.02 0.18 0.18 0.20 0.37 0.37 0.28 0.28 0.28 0.28 0.28 0.78 g_i, Effective Green Time [s] 1 10 10 11 20 20 15 15 15 15 15 41 l2, Clearance Lost Time [s] 3.50 4.00 4.00 3.50 3.50 3.50 4.10 4.10 4.10 4.10 4.10 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.50 6.00 6.00 5.50 5.50 5.50 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 53 53 53 53 53 53 53 53 53 53 53 53 Lane Group L C R L C C L C C L C R
Lane Group Calculations
12 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 160 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 28.72 18.80 18.43 20.46 10.85 10.86 20.30 15.09 15.09 18.23 14.89 0.90 Movement LOS C B B C B B C B B B B A
d_A, Approach Delay [s/veh] 19.40 18.28 16.39 5.64
Approach LOS B B B A
d_I, Intersection Delay [s/veh] 14.57
Intersection LOS B
Intersection V/C 0.295
Emissions
Vehicle Miles Traveled [mph] 0.40 4.35 1.16 10.91 1.70 1.49 9.96 14.97 14.91 2.55 25.90 57.28 Stops [stops/h] 15.91 125.56 33.28 325.98 31.37 27.65 75.60 91.06 90.70 8.92 79.44 2.47 Fuel consumption [US gal/h] 0.18 1.38 0.36 4.79 0.46 0.40 1.39 1.75 1.74 0.22 2.02 2.26 CO [g/h] 12.47 96.53 25.41 334.88 32.10 28.27 97.18 122.28 121.77 15.13 140.85 157.90 NOx [g/h] 2.43 18.78 4.94 65.15 6.24 5.50 18.91 23.79 23.69 2.94 27.40 30.72 VOC [g/h] 2.89 22.37 5.89 77.61 7.44 6.55 22.52 28.34 28.22 3.51 32.64 36.60 Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
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] 16.64 16.64 16.64 16.64
I_p,int, Pedestrian LOS Score for Intersectio 2.516 2.865 2.420 2.999 Crosswalk LOS B C B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1321 774 1128 1128 d_b, Bicycle Delay [s] 3.06 9.97 5.04 5.03
I_b,int, Bicycle LOS Score for Intersection 1.780 2.059 1.914 2.766 Bicycle LOS A B A C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
13 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 161 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.002
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 4: Surfside Dr/Project Dwy 1
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 190 0 0 163 0 0
Total 15-Minute Volume [veh/h] 48 0 0 41 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 171 0 0 147 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 171 0 0 147 0 0
Name
Volumes
14 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 162 of 395 CC Agenda 06-01-2026 Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A A
d_A, Approach Delay [s/veh] 0.00 0.00 9.88
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A B A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.58 0.00 10.55 9.20 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
15 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 163 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.002
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 5: Surfside Dr/Project Dwy 2
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 190 0 0 163 0 0
Total 15-Minute Volume [veh/h] 48 0 0 41 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 171 0 0 147 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 171 0 0 147 0 0
Name
Volumes
16 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 164 of 395 CC Agenda 06-01-2026 Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A A
d_A, Approach Delay [s/veh] 0.00 0.00 9.88
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A B A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.58 0.00 10.55 9.20 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
17 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 165 of 395 CC Agenda 06-01-2026 Turning Movement Volume: Summary
Report File: C:\...\Existing AM.pdf 10/13/2025
Vistro File: C:\...\250 S Surfside Dr - 10.12.2025.vistro Scenario 1 Existing AM 250 S Surfside Dr
318
Total
Volume
0 Right
0 Left
Westbound
147
Thru
0 Left
Southbound
0 Right
171
Thru
Northbound
5 Surfside Dr/Project Dwy 2
ID Intersection Name
318
Total
Volume
0 Right
0 Left
Westbound
147
Thru
0 Left
Southbound
0 Right
171
Thru
Northbound
4 Surfside Dr/Project Dwy 1
ID Intersection Name
1769
Total
Volume
538
Right
125
Thru
12 Left
Westbound
6 Right
245
Thru
83 Left
Eastbound
59 Right
68 Thru
407
Left
Southbound
58 Right
154
Thru
14 Left
Northbound
3 Port Hueneme Rd/Ventura Rd
ID Intersection Name
1473
Total
Volume
4 Right
673
Thru
12 Left
Westbound
12 Right
726
Thru
4 Left
Eastbound
6 Right
1 Thru
14 Left
Southbound
16 Right
0 Thru
5 Left
Northbound
Port Hueneme Rd/Moranda
Pkwy-Willowbrook Dr 2
ID Intersection Name
1659
Total
Volume
4 Right
608
Thru
96 Left
Westbound
49 Right
699
Thru
7 Left
Eastbound
10 Right
3 Thru
12 Left
Southbound
101
Right
0 Thru
70 Left
Northbound
1 Port Hueneme Rd/Surfside Dr
ID Intersection Name
18 10/13/2025
EPD Solutions, Inc.

Scenario 1: 1 Existing AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 166 of 395 CC Agenda 06-01-2026 Intersection Analysis Summary
Report File: C:\...\Existing PM.pdf 10/13/2025
Vistro File: C:\...\250 S Surfside Dr - 10.12.2025.vistro Scenario 2 Existing PM 250 S Surfside Dr
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.

NB Thru 0.003 0.0 A
HCM 7th
Edition 5 Surfside Dr/Project Dwy 2 Two-way stop
NB Thru 0.003 0.0 A
HCM 7th
Edition 4 Surfside Dr/Project Dwy 1 Two-way stop
NB Left 0.289 15.7 B
HCM 7th
Edition 3 Port Hueneme Rd/Ventura Rd Signalized
SB Left 0.097 28.7 D
HCM 7th
Edition Two-way stop Port Hueneme Rd/MorandaPkwy-Willowbrook Dr 2 NB Left 0.271 7.8 A
HCM 7th
Edition 1 Port Hueneme Rd/Surfside Dr Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 167 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.271
Level Of Service: A
Delay (sec / veh): 7.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Port Hueneme Rd/Surfside Dr
Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 110.00 100.00 110.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 0 0 1 0 1 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
2 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 168 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 1 7 12 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 26 0 7 11
v_do, Outbound Pedestrian Volume crossing 7 11 26 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] 118 6 86 8 0 5 7 684 37 108 695 3 Total 15-Minute Volume [veh/h] 29 2 21 2 0 1 2 171 9 27 174 1 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 0.6548 0.6548 0.6548 0.6250 0.6250 0.6250 0.9493 0.9493 0.9493 0.8852 0.8852 0.8852 Total Hourly Volume [veh/h] 77 4 56 5 0 3 7 649 35 96 615 3 Right Turn on Red Volume [veh/h] 0 0 94 0 0 2 0 0 12 0 0 3 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] 77 4 150 5 0 5 7 649 47 96 615 6 Name
Volumes
3 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 169 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
Vehicle Extension [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.5 0.0 0.0 2.5 0.0 Minimum Green [s] 0 10 0 0 10 0 0 15 0 0 15 0
Lead / Lag - - - - - - - - - - - -
Split [s] 0 50 0 0 50 0 0 30 0 0 30 0
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 0.0 3.1 0.0 0.0 3.1 0.0 0.0 4.1 0.0 0.0 4.1 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 26 0 0 21 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
All red [s] 0.0 1.5 0.0 0.0 1.5 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Amber [s] 0.0 3.6 0.0 0.0 3.6 0.0 0.0 4.1 0.0 0.0 4.1 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing (Basic)
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Active Pattern Pattern 1
Cycle Length [s] 80
Signal Coordination Group -
Located in CBD No
Intersection Settings
4 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 170 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 29.17 1.35 20.52 2.93 1.40 48.09 4.41 25.62 49.94 49.87 95th-Percentile Queue Length [veh/ln] 1.17 0.05 0.82 0.12 0.06 1.92 0.18 1.02 2.00 1.99 50th-Percentile Queue Length [ft/ln] 16.21 0.75 11.40 1.63 0.78 26.72 2.45 14.23 27.74 27.71 50th-Percentile Queue Length [veh/ln] 0.65 0.03 0.46 0.07 0.03 1.07 0.10 0.57 1.11 1.11 Critical Lane Group Yes No No No No Yes No No No No
Lane Group LOS B B B B A A A B A A
d, Delay for Lane Group [s/veh] 11.79 10.68 11.35 10.74 9.55 6.87 5.63 11.47 6.93 6.93 X, volume / capacity 0.29 0.01 0.22 0.03 0.02 0.41 0.05 0.27 0.40 0.40 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] 0.14 0.00 0.11 0.01 0.01 0.12 0.02 0.26 0.22 0.23 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 0.04 0.04 0.04 0.04 0.08 0.08 0.08 0.08 0.08 0.08 d1, Uniform Delay [s] 11.65 10.68 11.24 10.73 9.53 6.75 5.60 11.21 6.71 6.71 c, Capacity [veh/h] 408 458 384 483 411 1649 688 401 866 865 s, saturation flow rate [veh/h] 1434 1900 1594 1351 757 3618 1510 735 1900 1897 (v / s)_i Volume / Saturation Flow Rate 0.08 0.00 0.05 0.01 0.01 0.19 0.02 0.15 0.18 0.18 g / C, Green / Cycle 0.24 0.24 0.24 0.24 0.46 0.46 0.46 0.46 0.46 0.46 g_i, Effective Green Time [s] 9 9 9 9 17 17 17 17 17 17 l2, Clearance Lost Time [s] 3.10 3.10 3.10 3.10 4.10 4.10 4.10 4.10 4.10 4.10 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.10 5.10 5.10 5.10 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 37 37 37 37 37 37 37 37 37 37 Lane Group L C R C L C R L C C
Lane Group Calculations
5 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 171 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 11.79 10.68 11.35 10.74 10.74 10.74 9.55 6.87 5.63 11.47 6.93 6.93 Movement LOS B B B B B B A A A B A A
d_A, Approach Delay [s/veh] 11.58 10.74 6.84 7.54
Approach LOS B B A A
d_I, Intersection Delay [s/veh] 7.75
Intersection LOS A
Intersection V/C 0.271
Emissions
Vehicle Miles Traveled [mph] 14.21 0.72 10.35 0.61 0.25 24.82 1.34 10.26 33.18 33.13 Stops [stops/h] 63.28 2.93 44.51 6.36 3.05 208.69 9.56 55.58 108.34 108.20 Fuel consumption [US gal/h] 1.22 0.06 0.87 0.09 0.05 3.47 0.17 1.06 2.57 2.57 CO [g/h] 85.12 4.12 60.87 6.21 3.23 242.74 11.57 74.18 179.80 179.54 NOx [g/h] 16.56 0.80 11.84 1.21 0.63 47.23 2.25 14.43 34.98 34.93 VOC [g/h] 19.73 0.96 14.11 1.44 0.75 56.26 2.68 17.19 41.67 41.61 Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 0.0
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] 10.54 10.54 10.54 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.483 1.696 2.984 0.000 Crosswalk LOS B A C F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 2435 2435 1296 1296 d_b, Bicycle Delay [s] 0.87 0.88 2.30 2.28
I_b,int, Bicycle LOS Score for Intersection 2.061 1.584 2.170 2.227 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
6 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 172 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.097
Level Of Service: D
Delay (sec / veh): 28.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 2: Port Hueneme Rd/Moranda Pkwy-Willowbrook Dr Intersection Level Of Service Report
Crosswalk Yes Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 120.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 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
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 9 0 16 16 0 23 5 715 21 15 690 5 Total 15-Minute Volume [veh/h] 2 0 4 4 0 6 1 179 5 4 173 1 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 0.8125 0.8125 0.8125 0.4868 0.4868 0.4868 0.9595 0.9595 0.9595 0.9317 0.9317 0.9317 Total Hourly Volume [veh/h] 7 0 13 8 0 11 5 686 20 14 643 5 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] 7 0 13 8 0 11 5 686 20 14 643 5 Name
Volumes
7 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 173 of 395 CC Agenda 06-01-2026 Intersection LOS D
d_I, Intersection Delay [s/veh] 0.90
Approach LOS C C A A
d_A, Approach Delay [s/veh] 17.72 19.04 0.06 0.19
95th-Percentile Queue Length [ft/ln] 6.58 6.58 6.58 11.26 11.26 11.26 0.41 0.00 0.00 1.30 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.26 0.26 0.26 0.45 0.45 0.45 0.02 0.00 0.00 0.05 0.00 0.00 Movement LOS D D B D E B A A A A A A
d_M, Delay for Movement [s/veh] 28.57 33.90 11.61 28.69 35.34 12.33 8.98 0.00 0.00 9.17 0.00 0.00 V/C, Movement V/C Ratio 0.06 0.00 0.02 0.10 0.00 0.04 0.01 0.01 0.00 0.02 0.01 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
8 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 174 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.289
Level Of Service: B
Delay (sec / veh): 15.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Port Hueneme Rd/Ventura 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] 25.00 35.00 35.00 35.00
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] 70.00 100.00 100.00 130.00 100.00 100.00 180.00 100.00 100.00 140.00 100.00 140.00 No. of Lanes in Entry Pocket 1 0 1 2 0 0 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
9 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 175 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 0 1 0 3
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 23 5 11 11
v_do, Outbound Pedestrian Volume crossing 11 11 23 5
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] 12 110 17 594 162 76 92 135 8 59 143 218 Total 15-Minute Volume [veh/h] 3 27 4 149 40 19 23 34 2 15 36 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 0.8459 0.8459 0.8459 0.9509 0.9509 0.9509 0.9433 0.9433 0.9433 0.8655 0.8655 0.8655 Total Hourly Volume [veh/h] 10 93 14 565 154 72 87 127 8 51 124 189 Right Turn on Red Volume [veh/h] 0 0 7 0 0 15 0 0 3 0 0 274 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] 10 93 21 565 154 87 87 127 11 51 124 463 Name
Volumes
10 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 176 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
Vehicle Extension [s] 2.0 2.5 0.0 3.0 2.0 0.0 0.0 2.5 0.0 0.0 2.5 2.5 Minimum Green [s] 5 10 0 7 10 0 0 10 0 0 10 10
Lead / Lag Lead - - Lead - - - - - - - -
Split [s] 63 27 0 62 26 0 0 31 0 0 31 31
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 3.5 4.0 0.0 3.5 3.5 0.0 0.0 4.1 0.0 0.0 4.1 4.1 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 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 25 0 0 24 0 0 27 0 0 29 29
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 7
All red [s] 1.5 2.0 0.0 1.5 1.5 0.0 0.0 2.0 0.0 0.0 2.0 2.0 Amber [s] 4.0 4.0 0.0 4.0 4.0 0.0 0.0 4.1 0.0 0.0 4.1 4.1 Maximum Green [s] 55 20 0 55 35 0 0 35 0 0 35 35
Auxiliary Signal Groups 1,6,8
Signal Group 5 2 0 1 6 0 0 4 0 0 8 8
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Overlap Phasing & Timing (Basic)
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Active Pattern Pattern 1
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
11 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 177 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 8.28 27.61 8.49 149.11 40.26 36.12 43.71 27.00 26.80 25.29 56.08 1.01 95th-Percentile Queue Length [veh/ln] 0.33 1.10 0.34 5.96 1.61 1.44 1.75 1.08 1.07 1.01 2.24 0.04 50th-Percentile Queue Length [ft/ln] 4.60 15.34 4.72 82.84 22.37 20.07 24.29 15.00 14.89 14.05 31.15 0.56 50th-Percentile Queue Length [veh/ln] 0.18 0.61 0.19 3.31 0.89 0.80 0.97 0.60 0.60 0.56 1.25 0.02 Critical Lane Group No Yes No Yes No No Yes No No No No No Lane Group LOS C C C C B B B B B B B A
d, Delay for Lane Group [s/veh] 31.30 21.02 20.56 21.01 11.56 11.58 19.82 14.52 14.53 17.40 15.20 0.75 X, volume / capacity 0.42 0.20 0.07 0.72 0.17 0.17 0.27 0.13 0.13 0.14 0.25 0.17 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] 3.72 0.13 0.09 1.17 0.04 0.05 0.31 0.07 0.08 0.11 0.17 0.06 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 0.04 0.08 0.08 0.11 0.04 0.04 0.08 0.08 0.08 0.08 0.08 0.11 d1, Uniform Delay [s] 27.58 20.89 20.47 19.84 11.52 11.53 19.51 14.44 14.45 17.29 15.03 0.69 c, Capacity [veh/h] 28 555 248 831 728 644 341 568 554 420 568 1267 s, saturation flow rate [veh/h] 1810 3618 1615 3514 1900 1682 1028 1900 1855 1233 1900 1592 (v / s)_i Volume / Saturation Flow Rate 0.01 0.03 0.01 0.17 0.07 0.07 0.09 0.04 0.04 0.05 0.08 0.14 g / C, Green / Cycle 0.02 0.15 0.15 0.24 0.38 0.38 0.30 0.30 0.30 0.30 0.30 0.79 g_i, Effective Green Time [s] 1 9 9 13 22 22 17 17 17 17 17 45 l2, Clearance Lost Time [s] 3.50 4.00 4.00 3.50 3.50 3.50 4.10 4.10 4.10 4.10 4.10 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.50 6.00 6.00 5.50 5.50 5.50 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 57 57 57 57 57 57 57 57 57 57 57 57 Lane Group L C R L C C L C C L C R
Lane Group Calculations
12 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 178 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 31.30 21.02 20.56 21.01 11.57 11.58 19.82 14.52 14.53 17.40 15.20 0.75 Movement LOS C C C C B B B B B B B A
d_A, Approach Delay [s/veh] 21.85 18.31 16.60 8.01
Approach LOS C B B A
d_I, Intersection Delay [s/veh] 15.70
Intersection LOS B
Intersection V/C 0.289
Emissions
Vehicle Miles Traveled [mph] 0.28 2.60 0.40 14.03 2.97 2.66 8.56 6.68 6.63 10.76 26.08 39.77 Stops [stops/h] 11.71 78.13 12.02 421.94 56.97 51.11 61.85 38.20 37.92 35.78 79.34 1.43 Fuel consumption [US gal/h] 0.13 0.89 0.14 6.25 0.84 0.75 1.16 0.75 0.75 0.89 2.03 1.56 CO [g/h] 9.37 62.01 9.46 436.69 58.50 52.46 81.27 52.71 52.31 62.09 142.13 109.04 NOx [g/h] 1.82 12.07 1.84 84.96 11.38 10.21 15.81 10.26 10.18 12.08 27.65 21.21 VOC [g/h] 2.17 14.37 2.19 101.21 13.56 12.16 18.83 12.22 12.12 14.39 32.94 25.27 Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
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] 18.34 18.34 18.34 18.34
I_p,int, Pedestrian LOS Score for Intersectio 2.572 2.871 2.388 2.993 Crosswalk LOS B C B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 743 725 881 881 d_b, Bicycle Delay [s] 11.17 11.49 8.85 8.87
I_b,int, Bicycle LOS Score for Intersection 1.680 2.258 1.756 2.705 Bicycle LOS A B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
13 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 179 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.003
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 4: Surfside Dr/Project Dwy 1
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 257 0 0 159 0 0
Total 15-Minute Volume [veh/h] 64 0 0 40 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 231 0 0 143 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 231 0 0 143 0 0
Name
Volumes
14 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 180 of 395 CC Agenda 06-01-2026 Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 10.30
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A B A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.73 0.00 11.03 9.58 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
15 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 181 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.003
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 5: Surfside Dr/Project Dwy 2
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 257 0 0 159 0 0
Total 15-Minute Volume [veh/h] 64 0 0 40 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 231 0 0 143 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 231 0 0 143 0 0
Name
Volumes
16 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 182 of 395 CC Agenda 06-01-2026 Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 10.30
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A B A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.73 0.00 11.03 9.58 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
17 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 183 of 395 CC Agenda 06-01-2026 Turning Movement Volume: Summary
Report File: C:\...\Existing PM.pdf 10/13/2025
Vistro File: C:\...\250 S Surfside Dr - 10.12.2025.vistro Scenario 2 Existing PM 250 S Surfside Dr
374
Total
Volume
0 Right
0 Left
Westbound
143
Thru
0 Left
Southbound
0 Right
231
Thru
Northbound
5 Surfside Dr/Project Dwy 2
ID Intersection Name
374
Total
Volume
0 Right
0 Left
Westbound
143
Thru
0 Left
Southbound
0 Right
231
Thru
Northbound
4 Surfside Dr/Project Dwy 1
ID Intersection Name
1793
Total
Volume
463
Right
124
Thru
51 Left
Westbound
11 Right
127
Thru
87 Left
Eastbound
87 Right
154
Thru
565
Left
Southbound
21 Right
93 Thru
10 Left
Northbound
3 Port Hueneme Rd/Ventura Rd
ID Intersection Name
1412
Total
Volume
5 Right
643
Thru
14 Left
Westbound
20 Right
686
Thru
5 Left
Eastbound
11 Right
0 Thru
8 Left
Southbound
13 Right
0 Thru
7 Left
Northbound
Port Hueneme Rd/Moranda
Pkwy-Willowbrook Dr 2
ID Intersection Name
1661
Total
Volume
6 Right
615
Thru
96 Left
Westbound
47 Right
649
Thru
7 Left
Eastbound
5 Right
0 Thru
5 Left
Southbound
150
Right
4 Thru
77 Left
Northbound
1 Port Hueneme Rd/Surfside Dr
ID Intersection Name
18 10/13/2025
EPD Solutions, Inc.

Scenario 2: 2 Existing PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 184 of 395 CC Agenda 06-01-2026 Intersection Analysis Summary
Report File: C:\...\Opening Year AM.pdf 10/16/2025
Vistro File: C:\...\250 S Surfside Dr - 10.16.2025 First Scenario 15 Opening Year AM Scenario.vistro
250 S Surfside Dr
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.

NB Thru 0.002 0.0 A
HCM 7th
Edition 5 Surfside Dr/Project Dwy 2 Two-way stop
NB Thru 0.002 0.0 A
HCM 7th
Edition 4 Surfside Dr/Project Dwy 1 Two-way stop
NB Left 0.303 14.7 B
HCM 7th
Edition 3 Port Hueneme Rd/Ventura Rd Signalized
SB Thru 0.019 51.6 F
HCM 7th
Edition Two-way stop Port Hueneme Rd/MorandaPkwy-Willowbrook Dr 2 NB Left 0.270 7.3 A
HCM 7th
Edition 1 Port Hueneme Rd/Surfside Dr Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 185 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.270
Level Of Service: A
Delay (sec / veh): 7.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Port Hueneme Rd/Surfside Dr
Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 110.00 100.00 110.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 0 0 1 0 1 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
2 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 186 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 1 2 1 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 17 0 3 11
v_do, Outbound Pedestrian Volume crossing 3 11 17 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] 83 0 57 21 5 7 7 765 41 117 750 5 Total 15-Minute Volume [veh/h] 21 0 14 5 1 2 2 191 10 29 187 1 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 0.8525 0.8525 0.8525 0.5682 0.5682 0.5682 0.9527 0.9527 0.9527 0.8363 0.8363 0.8363 Total Hourly Volume [veh/h] 71 0 49 12 3 4 7 729 39 98 627 4 Right Turn on Red Volume [veh/h] 0 0 54 0 0 6 0 0 11 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 16 0 0 7 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 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] 70 0 101 12 3 10 7 699 49 96 608 4 Name
Volumes
3 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 187 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
Vehicle Extension [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 3.5 0.0 0.0 3.5 0.0 Minimum Green [s] 0 10 0 0 10 0 0 15 0 0 15 0
Lead / Lag - - - - - - - - - - - -
Split [s] 0 23 0 0 23 0 0 37 0 0 37 0
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 0.0 3.1 0.0 0.0 3.1 0.0 0.0 4.1 0.0 0.0 4.1 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 26 0 0 21 0 0 10 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
All red [s] 0.0 1.5 0.0 0.0 1.5 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Amber [s] 0.0 3.6 0.0 0.0 3.6 0.0 0.0 4.1 0.0 0.0 4.1 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing (Basic)
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
4 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 188 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 20.69 0.00 13.86 7.81 1.36 48.58 4.36 28.23 49.15 49.05 95th-Percentile Queue Length [veh/ln] 0.83 0.00 0.55 0.31 0.05 1.94 0.17 1.13 1.97 1.96 50th-Percentile Queue Length [ft/ln] 11.49 0.00 7.70 4.34 0.75 26.99 2.42 15.68 27.31 27.25 50th-Percentile Queue Length [veh/ln] 0.46 0.00 0.31 0.17 0.03 1.08 0.10 0.63 1.09 1.09 Critical Lane Group Yes No No No No Yes No No No No
Lane Group LOS B A B B A A A B A A
d, Delay for Lane Group [s/veh] 12.13 0.00 11.79 11.53 9.04 6.44 5.08 11.60 6.50 6.50 X, volume / capacity 0.22 0.00 0.17 0.07 0.02 0.44 0.06 0.30 0.41 0.41 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] 0.11 0.00 0.09 0.02 0.02 0.21 0.04 0.50 0.36 0.36 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 0.04 0.04 0.04 0.04 0.13 0.13 0.13 0.13 0.13 0.13 d1, Uniform Delay [s] 12.03 0.00 11.70 11.50 9.02 6.23 5.04 11.10 6.13 6.13 c, Capacity [veh/h] 381 402 337 460 413 1737 743 395 912 910 s, saturation flow rate [veh/h] 1424 1900 1594 1407 718 3618 1549 683 1900 1895 (v / s)_i Volume / Saturation Flow Rate 0.06 0.00 0.04 0.02 0.01 0.21 0.03 0.17 0.20 0.20 g / C, Green / Cycle 0.21 0.21 0.21 0.21 0.48 0.48 0.48 0.48 0.48 0.48 g_i, Effective Green Time [s] 8 8 8 8 17 17 17 17 17 17 l2, Clearance Lost Time [s] 3.10 3.10 3.10 3.10 4.10 4.10 4.10 4.10 4.10 4.10 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.10 5.10 5.10 5.10 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 36 36 36 36 36 36 36 36 36 36 Lane Group L C R C L C R L C C
Lane Group Calculations
5 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 189 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 12.13 0.00 11.79 11.53 11.53 11.53 9.04 6.44 5.08 11.60 6.50 6.50 Movement LOS B A B B B B A A A B A A
d_A, Approach Delay [s/veh] 11.99 11.53 6.40 7.18
Approach LOS B B A A
d_I, Intersection Delay [s/veh] 7.28
Intersection LOS A
Intersection V/C 0.270
Emissions
Vehicle Miles Traveled [mph] 9.99 0.00 6.86 1.56 0.25 27.76 1.49 11.11 35.90 35.82 Stops [stops/h] 45.62 0.00 30.56 17.23 2.99 214.27 9.61 62.25 108.39 108.17 Fuel consumption [US gal/h] 0.87 0.00 0.59 0.24 0.05 3.67 0.17 1.17 2.68 2.68 CO [g/h] 60.70 0.00 41.11 16.54 3.15 256.72 11.98 81.65 187.56 187.15 NOx [g/h] 11.81 0.00 8.00 3.22 0.61 49.95 2.33 15.89 36.49 36.41 VOC [g/h] 14.07 0.00 9.53 3.83 0.73 59.50 2.78 18.92 43.47 43.37 Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 0.0
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] 8.81 8.81 8.81 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.409 1.703 2.944 0.000 Crosswalk LOS B A C F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 987 987 1704 1704 d_b, Bicycle Delay [s] 4.66 4.66 0.40 0.40
I_b,int, Bicycle LOS Score for Intersection 1.880 1.624 2.239 2.279 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
6 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 190 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.019
Level Of Service: F
Delay (sec / veh): 51.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 2: Port Hueneme Rd/Moranda Pkwy-Willowbrook Dr Intersection Level Of Service Report
Crosswalk Yes Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 120.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 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
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 9 0 27 47 2 14 5 767 12 13 767 4 Total 15-Minute Volume [veh/h] 2 0 7 12 0 4 1 192 3 3 192 1 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 0.5833 0.5833 0.5833 0.6406 0.6406 0.6406 0.9655 0.9655 0.9655 0.8942 0.8942 0.8942 Total Hourly Volume [veh/h] 5 0 16 30 1 9 5 741 12 12 686 4 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 16 0 3 1 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 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] 5 0 16 14 1 6 4 726 12 12 673 4 Name
Volumes
7 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 191 of 395 CC Agenda 06-01-2026 Intersection LOS F
d_I, Intersection Delay [s/veh] 1.99
Approach LOS C E A A
d_A, Approach Delay [s/veh] 17.24 40.03 0.06 0.15
95th-Percentile Queue Length [ft/ln] 9.09 9.09 9.09 41.37 41.37 41.37 0.44 0.00 0.00 1.17 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.36 0.36 0.36 1.65 1.65 1.65 0.02 0.00 0.00 0.05 0.00 0.00 Movement LOS D E B E F C A A A A A A
d_M, Delay for Movement [s/veh] 32.56 39.43 12.13 44.35 51.55 23.88 9.25 0.00 0.00 9.32 0.00 0.00 V/C, Movement V/C Ratio 0.07 0.00 0.04 0.34 0.02 0.02 0.01 0.01 0.00 0.02 0.01 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
8 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 192 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.303
Level Of Service: B
Delay (sec / veh): 14.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Port Hueneme Rd/Ventura 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] 25.00 35.00 35.00 35.00
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] 70.00 100.00 100.00 130.00 100.00 100.00 180.00 100.00 100.00 140.00 100.00 140.00 No. of Lanes in Entry Pocket 1 0 1 2 0 0 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
9 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 193 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 2 2 2 1
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 11 2 0 6
v_do, Outbound Pedestrian Volume crossing 0 6 11 2
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] 17 187 50 472 78 59 109 321 6 14 145 330 Total 15-Minute Volume [veh/h] 4 47 13 118 20 15 27 80 2 3 36 82 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 0.8377 0.8377 0.8377 0.8812 0.8812 0.8812 0.7780 0.7780 0.7780 0.8829 0.8829 0.8829 Total Hourly Volume [veh/h] 14 157 42 416 69 52 85 250 5 12 128 291 Right Turn on Red Volume [veh/h] 0 0 17 0 0 8 0 0 1 0 0 261 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 1 0 0 0 0 0 0 0 3
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 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] 14 154 58 407 68 59 83 245 6 12 125 538 Name
Volumes
10 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 194 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
Vehicle Extension [s] 2.0 2.5 0.0 3.0 2.0 0.0 0.0 2.5 0.0 0.0 2.5 2.5 Minimum Green [s] 5 10 0 7 10 0 0 10 0 0 10 10
Lead / Lag Lead - - Lead - - - - - - - -
Split [s] 28 41 0 13 26 0 0 36 0 0 36 36
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 3.5 4.0 0.0 3.5 3.5 0.0 0.0 4.1 0.0 0.0 4.1 4.1 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 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 25 0 0 24 0 0 27 0 0 29 29
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 7
All red [s] 1.5 2.0 0.0 1.5 1.5 0.0 0.0 2.0 0.0 0.0 2.0 2.0 Amber [s] 4.0 4.0 0.0 4.0 4.0 0.0 0.0 4.1 0.0 0.0 4.1 4.1 Maximum Green [s] 4 20 0 35 35 0 0 35 0 0 35 35
Auxiliary Signal Groups 1,6,8
Signal Group 5 2 0 1 6 0 0 4 0 0 8 8
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Overlap Phasing & Timing (Basic)
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 Isolated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
11 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 195 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 10.70 43.20 22.99 112.10 21.51 18.93 51.97 62.32 62.07 5.99 54.50 1.74 95th-Percentile Queue Length [veh/ln] 0.43 1.73 0.92 4.48 0.86 0.76 2.08 2.49 2.48 0.24 2.18 0.07 50th-Percentile Queue Length [ft/ln] 5.95 24.00 12.77 62.28 11.95 10.51 28.87 34.62 34.49 3.33 30.28 0.97 50th-Percentile Queue Length [veh/ln] 0.24 0.96 0.51 2.49 0.48 0.42 1.15 1.38 1.38 0.13 1.21 0.04 Critical Lane Group No Yes No Yes No No Yes No No No No No Lane Group LOS C B B C B B C B B B B A
d, Delay for Lane Group [s/veh] 29.10 19.17 18.80 20.64 10.97 10.98 20.55 15.17 15.18 18.35 14.98 0.90 X, volume / capacity 0.45 0.29 0.17 0.66 0.10 0.11 0.35 0.30 0.30 0.04 0.27 0.26 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] 3.11 0.18 0.21 1.03 0.02 0.03 0.51 0.23 0.23 0.04 0.19 0.11 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 0.04 0.08 0.08 0.11 0.04 0.04 0.08 0.08 0.08 0.08 0.08 0.11 d1, Uniform Delay [s] 25.98 19.00 18.59 19.62 10.94 10.96 20.04 14.95 14.95 18.31 14.79 0.79 c, Capacity [veh/h] 38 654 288 719 710 604 309 545 541 325 545 1252 s, saturation flow rate [veh/h] 1810 3618 1592 3514 1900 1614 930 1900 1886 1063 1900 1596 (v / s)_i Volume / Saturation Flow Rate 0.01 0.05 0.03 0.13 0.04 0.04 0.12 0.09 0.09 0.01 0.08 0.21 g / C, Green / Cycle 0.02 0.18 0.18 0.20 0.37 0.37 0.29 0.29 0.29 0.29 0.29 0.78 g_i, Effective Green Time [s] 1 10 10 11 20 20 15 15 15 15 15 42 l2, Clearance Lost Time [s] 3.50 4.00 4.00 3.50 3.50 3.50 4.10 4.10 4.10 4.10 4.10 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.50 6.00 6.00 5.50 5.50 5.50 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 54 54 54 54 54 54 54 54 54 54 54 54 Lane Group L C R L C C L C C L C R
Lane Group Calculations
12 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 196 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 29.10 19.17 18.80 20.64 10.97 10.98 20.55 15.18 15.18 18.35 14.98 0.90 Movement LOS C B B C B B C B B B B A
d_A, Approach Delay [s/veh] 19.76 18.47 16.52 5.57
Approach LOS B B B A
d_I, Intersection Delay [s/veh] 14.65
Intersection LOS B
Intersection V/C 0.303
Emissions
Vehicle Miles Traveled [mph] 0.40 4.42 1.18 11.15 1.72 1.51 10.15 15.25 15.18 2.55 26.45 60.20 Stops [stops/h] 15.93 128.61 34.22 333.75 32.02 28.17 77.36 92.77 92.40 8.92 81.13 2.59 Fuel consumption [US gal/h] 0.18 1.42 0.38 4.92 0.47 0.41 1.42 1.79 1.78 0.22 2.06 2.37 CO [g/h] 12.57 99.37 26.26 343.76 32.81 28.84 99.57 124.78 124.26 15.15 144.02 165.97 NOx [g/h] 2.45 19.33 5.11 66.88 6.38 5.61 19.37 24.28 24.18 2.95 28.02 32.29 VOC [g/h] 2.91 23.03 6.09 79.67 7.60 6.68 23.08 28.92 28.80 3.51 33.38 38.47 Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
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] 17.00 17.00 17.00 17.00
I_p,int, Pedestrian LOS Score for Intersectio 2.518 2.875 2.424 3.008 Crosswalk LOS B C B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1303 763 1113 1113 d_b, Bicycle Delay [s] 3.27 10.29 5.29 5.29
I_b,int, Bicycle LOS Score for Intersection 1.783 2.069 1.920 2.797 Bicycle LOS A B A C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
13 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 197 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.002
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 4: Surfside Dr/Project Dwy 1
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 193 0 0 167 0 0
Total 15-Minute Volume [veh/h] 48 0 0 42 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 174 0 0 150 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 171 0 0 147 0 0
Name
Volumes
14 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 198 of 395 CC Agenda 06-01-2026 Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A A
d_A, Approach Delay [s/veh] 0.00 0.00 9.91
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A B A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.59 0.00 10.60 9.22 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
15 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 199 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.002
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 5: Surfside Dr/Project Dwy 2
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 193 0 0 167 0 0
Total 15-Minute Volume [veh/h] 48 0 0 42 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 174 0 0 150 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 171 0 0 147 0 0
Name
Volumes
16 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 200 of 395 CC Agenda 06-01-2026 Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A A
d_A, Approach Delay [s/veh] 0.00 0.00 9.91
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A B A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.59 0.00 10.60 9.22 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
17 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 201 of 395 CC Agenda 06-01-2026 Turning Movement Volume: Summary
Report File: C:\...\Opening Year AM.pdf 10/16/2025
Vistro File: C:\...\250 S Surfside Dr - 10.16.2025 First Scenario 15 Opening Year AM Scenario.vistro
250 S Surfside Dr
324
Total
Volume
0 Right
0 Left
Westbound
150
Thru
0 Left
Southbound
0 Right
174
Thru
Northbound
5 Surfside Dr/Project Dwy 2
ID Intersection Name
324
Total
Volume
0 Right
0 Left
Westbound
150
Thru
0 Left
Southbound
0 Right
174
Thru
Northbound
4 Surfside Dr/Project Dwy 1
ID Intersection Name
1808
Total
Volume
552
Right
128
Thru
12 Left
Westbound
6 Right
250
Thru
85 Left
Eastbound
60 Right
69 Thru
416
Left
Southbound
59 Right
157
Thru
14 Left
Northbound
3 Port Hueneme Rd/Ventura Rd
ID Intersection Name
1521
Total
Volume
4 Right
686
Thru
12 Left
Westbound
12 Right
741
Thru
5 Left
Eastbound
9 Right
1 Thru
30 Left
Southbound
16 Right
0 Thru
5 Left
Northbound
Port Hueneme Rd/Moranda
Pkwy-Willowbrook Dr 2
ID Intersection Name
1714
Total
Volume
4 Right
627
Thru
98 Left
Westbound
50 Right
729
Thru
7 Left
Eastbound
10 Right
3 Thru
12 Left
Southbound
103
Right
0 Thru
71 Left
Northbound
1 Port Hueneme Rd/Surfside Dr
ID Intersection Name
18 10/16/2025
EPD Solutions, Inc.

Scenario 15: 15 Opening Year AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 202 of 395 CC Agenda 06-01-2026 Intersection Analysis Summary
Report File: C:\...\Opening Year PM.pdf 10/16/2025
Vistro File: C:\...\250 S Surfside Dr - 10.16.2025 First Scenario 16 Opening Year PM Scenario.vistro
250 S Surfside Dr
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.

NB Thru 0.003 0.0 A
HCM 7th
Edition 5 Surfside Dr/Project Dwy 2 Two-way stop
NB Thru 0.003 0.0 A
HCM 7th
Edition 4 Surfside Dr/Project Dwy 1 Two-way stop
NB Left 0.297 15.8 B
HCM 7th
Edition 3 Port Hueneme Rd/Ventura Rd Signalized
SB Left 0.249 34.3 D
HCM 7th
Edition Two-way stop Port Hueneme Rd/MorandaPkwy-Willowbrook Dr 2 NB Left 0.280 7.9 A
HCM 7th
Edition 1 Port Hueneme Rd/Surfside Dr Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 203 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.280
Level Of Service: A
Delay (sec / veh): 7.9
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Port Hueneme Rd/Surfside Dr
Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 110.00 100.00 110.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 0 0 1 0 1 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
2 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 204 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 1 7 12 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 26 0 7 11
v_do, Outbound Pedestrian Volume crossing 7 11 26 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] 121 6 90 8 0 5 7 709 38 111 726 3 Total 15-Minute Volume [veh/h] 30 2 23 2 0 1 2 177 9 28 182 1 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 0.6548 0.6548 0.6548 0.6250 0.6250 0.6250 0.9493 0.9493 0.9493 0.8852 0.8852 0.8852 Total Hourly Volume [veh/h] 79 4 59 5 0 3 7 673 36 98 643 3 Right Turn on Red Volume [veh/h] 0 0 94 0 0 2 0 0 12 0 0 3 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 11 0 0 16 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 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] 77 4 150 5 0 5 7 649 47 96 615 6 Name
Volumes
3 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 205 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
Vehicle Extension [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.5 0.0 0.0 2.5 0.0 Minimum Green [s] 0 10 0 0 10 0 0 15 0 0 15 0
Lead / Lag - - - - - - - - - - - -
Split [s] 0 50 0 0 50 0 0 30 0 0 30 0
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 0.0 3.1 0.0 0.0 3.1 0.0 0.0 4.1 0.0 0.0 4.1 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 26 0 0 21 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
All red [s] 0.0 1.5 0.0 0.0 1.5 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Amber [s] 0.0 3.6 0.0 0.0 3.6 0.0 0.0 4.1 0.0 0.0 4.1 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing (Basic)
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Active Pattern Pattern 1
Cycle Length [s] 80
Signal Coordination Group -
Located in CBD No
Intersection Settings
4 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 206 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 30.02 1.35 21.55 2.94 1.43 50.80 4.57 27.08 53.24 53.17 95th-Percentile Queue Length [veh/ln] 1.20 0.05 0.86 0.12 0.06 2.03 0.18 1.08 2.13 2.13 50th-Percentile Queue Length [ft/ln] 16.68 0.75 11.97 1.63 0.80 28.22 2.54 15.04 29.58 29.54 50th-Percentile Queue Length [veh/ln] 0.67 0.03 0.48 0.07 0.03 1.13 0.10 0.60 1.18 1.18 Critical Lane Group Yes No No No No Yes No No No No
Lane Group LOS B B B B A A A B A A
d, Delay for Lane Group [s/veh] 11.81 10.67 11.37 10.72 9.75 6.98 5.66 11.80 7.06 7.06 X, volume / capacity 0.30 0.01 0.23 0.03 0.02 0.43 0.06 0.28 0.42 0.42 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] 0.15 0.00 0.11 0.01 0.01 0.13 0.02 0.29 0.24 0.24 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 0.04 0.04 0.04 0.04 0.08 0.08 0.08 0.08 0.08 0.08 d1, Uniform Delay [s] 11.66 10.66 11.26 10.71 9.74 6.85 5.64 11.51 6.81 6.81 c, Capacity [veh/h] 407 461 387 484 399 1646 687 392 865 863 s, saturation flow rate [veh/h] 1434 1900 1594 1349 735 3618 1510 718 1900 1897 (v / s)_i Volume / Saturation Flow Rate 0.08 0.00 0.06 0.01 0.01 0.20 0.03 0.15 0.19 0.19 g / C, Green / Cycle 0.24 0.24 0.24 0.24 0.45 0.45 0.45 0.45 0.45 0.45 g_i, Effective Green Time [s] 9 9 9 9 17 17 17 17 17 17 l2, Clearance Lost Time [s] 3.10 3.10 3.10 3.10 4.10 4.10 4.10 4.10 4.10 4.10 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.10 5.10 5.10 5.10 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 37 37 37 37 37 37 37 37 37 37 Lane Group L C R C L C R L C C
Lane Group Calculations
5 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 207 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 11.81 10.67 11.37 10.72 10.72 10.72 9.75 6.98 5.66 11.80 7.06 7.06 Movement LOS B B B B B B A A A B A A
d_A, Approach Delay [s/veh] 11.60 10.72 6.94 7.68
Approach LOS B B A A
d_I, Intersection Delay [s/veh] 7.86
Intersection LOS A
Intersection V/C 0.280
Emissions
Vehicle Miles Traveled [mph] 14.57 0.72 10.84 0.61 0.25 25.73 1.38 10.54 34.65 34.60 Stops [stops/h] 64.94 2.92 46.62 6.35 3.10 219.79 9.90 58.58 115.18 115.03 Fuel consumption [US gal/h] 1.25 0.06 0.91 0.09 0.05 3.64 0.17 1.11 2.71 2.71 CO [g/h] 87.34 4.12 63.74 6.20 3.28 254.51 11.94 77.53 189.50 189.24 NOx [g/h] 16.99 0.80 12.40 1.21 0.64 49.52 2.32 15.08 36.87 36.82 VOC [g/h] 20.24 0.95 14.77 1.44 0.76 58.98 2.77 17.97 43.92 43.86 Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 0.0
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] 10.58 10.58 10.58 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.490 1.696 2.998 0.000 Crosswalk LOS B A C F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 2428 2428 1293 1293 d_b, Bicycle Delay [s] 0.85 0.85 2.33 2.31
I_b,int, Bicycle LOS Score for Intersection 2.073 1.584 2.192 2.255 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
6 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 208 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.249
Level Of Service: D
Delay (sec / veh): 34.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 2: Port Hueneme Rd/Moranda Pkwy-Willowbrook Dr Intersection Level Of Service Report
Crosswalk Yes Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 120.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 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
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 9 0 16 39 0 27 8 730 21 15 704 5 Total 15-Minute Volume [veh/h] 2 0 4 10 0 7 2 182 5 4 176 1 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 0.8125 0.8125 0.8125 0.4868 0.4868 0.4868 0.9595 0.9595 0.9595 0.9317 0.9317 0.9317 Total Hourly Volume [veh/h] 7 0 13 19 0 13 8 700 20 14 656 5 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 11 0 2 3 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 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] 7 0 13 8 0 11 5 686 20 14 643 5 Name
Volumes
7 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 209 of 395 CC Agenda 06-01-2026 Intersection LOS D
d_I, Intersection Delay [s/veh] 1.57
Approach LOS C D A A
d_A, Approach Delay [s/veh] 18.34 27.19 0.10 0.19
95th-Percentile Queue Length [ft/ln] 6.89 6.89 6.89 29.01 29.01 29.01 0.67 0.00 0.00 1.32 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.28 0.28 0.28 1.16 1.16 1.16 0.03 0.00 0.00 0.05 0.00 0.00 Movement LOS D E B D E C A A A A A A
d_M, Delay for Movement [s/veh] 30.00 35.50 11.77 34.32 41.38 16.89 9.04 0.00 0.00 9.22 0.00 0.00 V/C, Movement V/C Ratio 0.06 0.00 0.03 0.25 0.00 0.04 0.01 0.01 0.00 0.02 0.01 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
8 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 210 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.297
Level Of Service: B
Delay (sec / veh): 15.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Port Hueneme Rd/Ventura 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] 25.00 35.00 35.00 35.00
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] 70.00 100.00 100.00 130.00 100.00 100.00 180.00 100.00 100.00 140.00 100.00 140.00 No. of Lanes in Entry Pocket 1 0 1 2 0 0 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
9 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 211 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 0 1 0 3
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 23 5 11 11
v_do, Outbound Pedestrian Volume crossing 11 11 23 5
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] 12 112 17 609 165 78 94 138 8 60 146 231 Total 15-Minute Volume [veh/h] 3 28 4 152 41 19 24 34 2 15 36 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 0.8459 0.8459 0.8459 0.9509 0.9509 0.9509 0.9433 0.9433 0.9433 0.8655 0.8655 0.8655 Total Hourly Volume [veh/h] 10 95 14 579 157 74 89 130 8 52 126 200 Right Turn on Red Volume [veh/h] 0 0 7 0 0 15 0 0 3 0 0 274 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 3 0 0 0 0 0 0 0 2
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 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] 10 93 21 565 154 87 87 127 11 51 124 463 Name
Volumes
10 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 212 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
Vehicle Extension [s] 2.0 2.5 0.0 3.0 2.0 0.0 0.0 2.5 0.0 0.0 2.5 2.5 Minimum Green [s] 5 10 0 7 10 0 0 10 0 0 10 10
Lead / Lag Lead - - Lead - - - - - - - -
Split [s] 63 27 0 62 26 0 0 31 0 0 31 31
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 3.5 4.0 0.0 3.5 3.5 0.0 0.0 4.1 0.0 0.0 4.1 4.1 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 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 25 0 0 24 0 0 27 0 0 29 29
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 7
All red [s] 1.5 2.0 0.0 1.5 1.5 0.0 0.0 2.0 0.0 0.0 2.0 2.0 Amber [s] 4.0 4.0 0.0 4.0 4.0 0.0 0.0 4.1 0.0 0.0 4.1 4.1 Maximum Green [s] 55 20 0 55 35 0 0 35 0 0 35 35
Auxiliary Signal Groups 1,6,8
Signal Group 5 2 0 1 6 0 0 4 0 0 8 8
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Overlap Phasing & Timing (Basic)
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Active Pattern Pattern 1
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
11 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 213 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 8.42 28.76 8.68 155.81 41.88 37.53 45.72 28.11 27.91 26.22 58.44 1.08 95th-Percentile Queue Length [veh/ln] 0.34 1.15 0.35 6.23 1.68 1.50 1.83 1.12 1.12 1.05 2.34 0.04 50th-Percentile Queue Length [ft/ln] 4.68 15.98 4.82 86.56 23.27 20.85 25.40 15.62 15.50 14.57 32.47 0.60 50th-Percentile Queue Length [veh/ln] 0.19 0.64 0.19 3.46 0.93 0.83 1.02 0.62 0.62 0.58 1.30 0.02 Critical Lane Group No Yes No Yes No No Yes No No No No No Lane Group LOS C C C C B B C B B B B A
d, Delay for Lane Group [s/veh] 31.78 21.44 20.96 21.22 11.66 11.67 20.17 14.69 14.71 17.62 15.40 0.75 X, volume / capacity 0.43 0.20 0.07 0.72 0.17 0.18 0.28 0.13 0.13 0.14 0.26 0.18 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] 3.74 0.13 0.09 1.17 0.04 0.05 0.33 0.07 0.08 0.11 0.17 0.07 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 0.04 0.08 0.08 0.11 0.04 0.04 0.08 0.08 0.08 0.08 0.08 0.11 d1, Uniform Delay [s] 28.04 21.31 20.87 20.05 11.61 11.62 19.84 14.62 14.63 17.51 15.22 0.68 c, Capacity [veh/h] 28 551 246 846 734 649 337 571 558 419 571 1272 s, saturation flow rate [veh/h] 1810 3618 1615 3514 1900 1681 1013 1900 1856 1230 1900 1593 (v / s)_i Volume / Saturation Flow Rate 0.01 0.03 0.01 0.17 0.07 0.07 0.09 0.04 0.04 0.05 0.08 0.15 g / C, Green / Cycle 0.02 0.15 0.15 0.24 0.39 0.39 0.30 0.30 0.30 0.30 0.30 0.80 g_i, Effective Green Time [s] 1 9 9 14 22 22 17 17 17 17 17 46 l2, Clearance Lost Time [s] 3.50 4.00 4.00 3.50 3.50 3.50 4.10 4.10 4.10 4.10 4.10 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.50 6.00 6.00 5.50 5.50 5.50 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 57 57 57 57 57 57 57 57 57 57 57 57 Lane Group L C R L C C L C C L C R
Lane Group Calculations
12 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 214 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 31.78 21.44 20.96 21.22 11.66 11.67 20.17 14.70 14.71 17.62 15.40 0.75 Movement LOS C C C C B B C B B B B A
d_A, Approach Delay [s/veh] 22.26 18.50 16.84 7.96
Approach LOS C B B A
d_I, Intersection Delay [s/veh] 15.82
Intersection LOS B
Intersection V/C 0.297
Emissions
Vehicle Miles Traveled [mph] 0.28 2.65 0.40 14.38 3.03 2.71 8.75 6.82 6.77 10.94 26.63 42.14 Stops [stops/h] 11.72 80.04 12.08 433.67 58.29 52.23 63.63 39.12 38.84 36.49 81.33 1.50 Fuel consumption [US gal/h] 0.14 0.91 0.14 6.44 0.86 0.77 1.20 0.77 0.77 0.91 2.08 1.65 CO [g/h] 9.46 63.94 9.57 450.15 59.98 53.72 83.73 54.07 53.65 63.38 145.69 115.53 NOx [g/h] 1.84 12.44 1.86 87.58 11.67 10.45 16.29 10.52 10.44 12.33 28.35 22.48 VOC [g/h] 2.19 14.82 2.22 104.33 13.90 12.45 19.41 12.53 12.43 14.69 33.77 26.77 Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
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] 18.80 18.80 18.80 18.80
I_p,int, Pedestrian LOS Score for Intersectio 2.575 2.882 2.391 3.002 Crosswalk LOS B C B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 731 713 866 866 d_b, Bicycle Delay [s] 11.58 11.90 9.24 9.25
I_b,int, Bicycle LOS Score for Intersection 1.682 2.275 1.760 2.733 Bicycle LOS A B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
13 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 215 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.003
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 4: Surfside Dr/Project Dwy 1
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 262 0 0 162 0 0
Total 15-Minute Volume [veh/h] 66 0 0 41 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 236 0 0 146 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 231 0 0 143 0 0
Name
Volumes
14 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 216 of 395 CC Agenda 06-01-2026 Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 10.35
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A B A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.74 0.00 11.10 9.61 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
15 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 217 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.003
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 5: Surfside Dr/Project Dwy 2
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 262 0 0 162 0 0
Total 15-Minute Volume [veh/h] 66 0 0 41 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 236 0 0 146 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 231 0 0 143 0 0
Name
Volumes
16 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 218 of 395 CC Agenda 06-01-2026 Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 10.35
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS A A A A B A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.74 0.00 11.10 9.61 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
17 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 219 of 395 CC Agenda 06-01-2026 Turning Movement Volume: Summary
Report File: C:\...\Opening Year PM.pdf 10/16/2025
Vistro File: C:\...\250 S Surfside Dr - 10.16.2025 First Scenario 16 Opening Year PM Scenario.vistro
250 S Surfside Dr
382
Total
Volume
0 Right
0 Left
Westbound
146
Thru
0 Left
Southbound
0 Right
236
Thru
Northbound
5 Surfside Dr/Project Dwy 2
ID Intersection Name
382
Total
Volume
0 Right
0 Left
Westbound
146
Thru
0 Left
Southbound
0 Right
236
Thru
Northbound
4 Surfside Dr/Project Dwy 1
ID Intersection Name
1833
Total
Volume
474
Right
126
Thru
52 Left
Westbound
11 Right
130
Thru
89 Left
Eastbound
89 Right
157
Thru
579
Left
Southbound
21 Right
95 Thru
10 Left
Northbound
3 Port Hueneme Rd/Ventura Rd
ID Intersection Name
1455
Total
Volume
5 Right
656
Thru
14 Left
Westbound
20 Right
700
Thru
8 Left
Eastbound
13 Right
0 Thru
19 Left
Southbound
13 Right
0 Thru
7 Left
Northbound
Port Hueneme Rd/Moranda
Pkwy-Willowbrook Dr 2
ID Intersection Name
1721
Total
Volume
6 Right
643
Thru
98 Left
Westbound
48 Right
673
Thru
7 Left
Eastbound
5 Right
0 Thru
5 Left
Southbound
153
Right
4 Thru
79 Left
Northbound
1 Port Hueneme Rd/Surfside Dr
ID Intersection Name
18 10/16/2025
EPD Solutions, Inc.

Scenario 16: 16 Opening Year PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 220 of 395 CC Agenda 06-01-2026 Intersection Analysis Summary
Report File: C:\...\Existing With Project AM.pdf 11/19/2025 Vistro File: C:\...\250 S Surfside Dr - 11.19.2025 First Scenario 13 Existing With Project AM Scenario.vistro
250 S Surfside Dr
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.

SB Left 0.064 7.8 A
HCM 7th
Edition 5 Surfside Dr/Project Dwy 2 Two-way stop
WB Right 0.119 9.8 A
HCM 7th
Edition 4 Surfside Dr/Project Dwy 1 Two-way stop
NB Left 0.265 13.5 B
HCM 7th
Edition 3 Port Hueneme Rd/Ventura Rd Signalized
SB Thru 0.016 37.7 E
HCM 7th
Edition Two-way stop Port Hueneme Rd/MorandaPkwy-Willowbrook Dr 2 NB Right 0.330 8.2 A
HCM 7th
Edition 1 Port Hueneme Rd/Surfside Dr Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 221 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.330
Level Of Service: A
Delay (sec / veh): 8.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Port Hueneme Rd/Surfside Dr
Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 110.00 100.00 110.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 0 0 1 0 1 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
2 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 222 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 1 2 1 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 17 0 3 11
v_do, Outbound Pedestrian Volume crossing 3 11 17 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] 115 0 130 21 5 7 7 667 65 182 660 5 Total 15-Minute Volume [veh/h] 29 0 33 5 1 2 2 167 16 45 165 1 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 0.8525 0.8525 0.8525 0.5682 0.5682 0.5682 0.9527 0.9527 0.9527 0.8363 0.8363 0.8363 Total Hourly Volume [veh/h] 98 0 111 12 3 4 7 635 62 152 552 4 Right Turn on Red Volume [veh/h] 0 0 54 0 0 6 0 0 11 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] 28 0 64 0 0 0 0 -64 24 56 -56 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] 70 0 101 12 3 10 7 699 49 96 608 4 Name
Volumes
3 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 223 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
Vehicle Extension [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 3.5 0.0 0.0 3.5 0.0 Minimum Green [s] 0 10 0 0 10 0 0 15 0 0 15 0
Lead / Lag - - - - - - - - - - - -
Split [s] 0 23 0 0 23 0 0 37 0 0 37 0
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 0.0 3.1 0.0 0.0 3.1 0.0 0.0 4.1 0.0 0.0 4.1 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 26 0 0 21 0 0 10 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
All red [s] 0.0 1.5 0.0 0.0 1.5 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Amber [s] 0.0 3.6 0.0 0.0 3.6 0.0 0.0 4.1 0.0 0.0 4.1 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing (Basic)
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
4 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 224 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 33.96 0.00 38.38 9.03 1.47 50.08 8.55 52.32 50.93 50.81 95th-Percentile Queue Length [veh/ln] 1.36 0.00 1.54 0.36 0.06 2.00 0.34 2.09 2.04 2.03 50th-Percentile Queue Length [ft/ln] 18.87 0.00 21.32 5.02 0.81 27.82 4.75 29.07 28.29 28.23 50th-Percentile Queue Length [veh/ln] 0.75 0.00 0.85 0.20 0.03 1.11 0.19 1.16 1.13 1.13 Critical Lane Group No No Yes No No No No Yes No No
Lane Group LOS B A B B A A A B A A
d, Delay for Lane Group [s/veh] 13.39 0.00 13.40 12.38 8.84 6.56 5.50 12.72 6.61 6.61 X, volume / capacity 0.28 0.00 0.35 0.07 0.02 0.37 0.08 0.43 0.35 0.35 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] 0.14 0.00 0.21 0.02 0.02 0.15 0.06 0.83 0.27 0.27 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 0.04 0.04 0.04 0.04 0.13 0.13 0.13 0.13 0.13 0.13 d1, Uniform Delay [s] 13.25 0.00 13.19 12.36 8.82 6.41 5.44 11.89 6.33 6.34 c, Capacity [veh/h] 404 440 369 462 447 1793 768 424 942 939 s, saturation flow rate [veh/h] 1424 1900 1594 1376 780 3618 1550 731 1900 1895 (v / s)_i Volume / Saturation Flow Rate 0.08 0.00 0.08 0.02 0.01 0.18 0.04 0.25 0.18 0.18 g / C, Green / Cycle 0.23 0.23 0.23 0.23 0.50 0.50 0.50 0.50 0.50 0.50 g_i, Effective Green Time [s] 9 9 9 9 20 20 20 20 20 20 l2, Clearance Lost Time [s] 3.10 3.10 3.10 3.10 4.10 4.10 4.10 4.10 4.10 4.10 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.10 5.10 5.10 5.10 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 41 41 41 41 41 41 41 41 41 41 Lane Group L C R C L C R L C C
Lane Group Calculations
5 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 225 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 13.39 0.00 13.40 12.38 12.38 12.38 8.84 6.56 5.50 12.72 6.61 6.61 Movement LOS B A B B B B A A A B A A
d_A, Approach Delay [s/veh] 13.40 12.38 6.49 7.92
Approach LOS B B A A
d_I, Intersection Delay [s/veh] 8.15
Intersection LOS A
Intersection V/C 0.330
Emissions
Vehicle Miles Traveled [mph] 13.85 0.00 15.65 1.56 0.25 24.21 2.36 17.29 31.63 31.55 Stops [stops/h] 66.26 0.00 74.89 17.62 2.86 195.40 16.68 102.09 99.36 99.12 Fuel consumption [US gal/h] 1.25 0.00 1.41 0.24 0.04 3.28 0.29 1.90 2.40 2.39 CO [g/h] 87.34 0.00 98.75 17.09 3.06 229.48 20.14 132.66 167.80 167.38 NOx [g/h] 16.99 0.00 19.21 3.33 0.60 44.65 3.92 25.81 32.65 32.57 VOC [g/h] 20.24 0.00 22.89 3.96 0.71 53.18 4.67 30.74 38.89 38.79 Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 0.0
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] 10.98 10.98 10.98 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.557 1.712 2.976 0.000 Crosswalk LOS B A C F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 873 873 1507 1507 d_b, Bicycle Delay [s] 6.51 6.52 1.25 1.24
I_b,int, Bicycle LOS Score for Intersection 2.053 1.624 2.178 2.258 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
6 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 226 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.016
Level Of Service: E
Delay (sec / veh): 37.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 2: Port Hueneme Rd/Moranda Pkwy-Willowbrook Dr Intersection Level Of Service Report
Crosswalk Yes Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 120.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 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
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 9 0 27 22 2 9 4 711 12 13 721 4 Total 15-Minute Volume [veh/h] 2 0 7 5 0 2 1 178 3 3 180 1 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 0.5833 0.5833 0.5833 0.6406 0.6406 0.6406 0.9655 0.9655 0.9655 0.8942 0.8942 0.8942 Total Hourly Volume [veh/h] 5 0 16 14 1 6 4 686 12 12 645 4 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 -40 0 0 -28 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] 5 0 16 14 1 6 4 726 12 12 673 4 Name
Volumes
7 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 227 of 395 CC Agenda 06-01-2026 Intersection LOS E
d_I, Intersection Delay [s/veh] 1.06
Approach LOS C D A A
d_A, Approach Delay [s/veh] 15.89 27.43 0.05 0.16
95th-Percentile Queue Length [ft/ln] 8.10 8.10 8.10 14.99 14.99 14.99 0.34 0.00 0.00 1.11 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.32 0.32 0.32 0.60 0.60 0.60 0.01 0.00 0.00 0.04 0.00 0.00 Movement LOS D D B D E B A A A A A A
d_M, Delay for Movement [s/veh] 28.65 34.62 11.63 31.82 37.67 14.41 9.08 0.00 0.00 9.11 0.00 0.00 V/C, Movement V/C Ratio 0.06 0.00 0.04 0.14 0.02 0.01 0.00 0.01 0.00 0.01 0.01 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
8 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 228 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.265
Level Of Service: B
Delay (sec / veh): 13.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Port Hueneme Rd/Ventura 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] 25.00 35.00 35.00 35.00
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] 70.00 100.00 100.00 130.00 100.00 100.00 180.00 100.00 100.00 140.00 100.00 140.00 No. of Lanes in Entry Pocket 1 0 1 2 0 0 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
9 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 229 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 2 2 2 1
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 11 2 0 6
v_do, Outbound Pedestrian Volume crossing 0 6 11 2
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] 17 184 49 489 77 31 71 233 6 14 78 345 Total 15-Minute Volume [veh/h] 4 46 12 122 19 8 18 58 2 3 20 86 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 0.8377 0.8377 0.8377 0.8812 0.8812 0.8812 0.7780 0.7780 0.7780 0.8829 0.8829 0.8829 Total Hourly Volume [veh/h] 14 154 41 431 68 27 55 181 5 12 69 305 Right Turn on Red Volume [veh/h] 0 0 17 0 0 8 0 0 1 0 0 261 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 24 0 -24 -28 -64 0 0 -56 28 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] 14 154 58 407 68 59 83 245 6 12 125 538 Name
Volumes
10 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 230 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
Vehicle Extension [s] 2.0 2.5 0.0 3.0 2.0 0.0 0.0 2.5 0.0 0.0 2.5 2.5 Minimum Green [s] 5 10 0 7 10 0 0 10 0 0 10 10
Lead / Lag Lead - - Lead - - - - - - - -
Split [s] 28 41 0 13 26 0 0 36 0 0 36 36
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 3.5 4.0 0.0 3.5 3.5 0.0 0.0 4.1 0.0 0.0 4.1 4.1 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 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 25 0 0 24 0 0 27 0 0 29 29
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 7
All red [s] 1.5 2.0 0.0 1.5 1.5 0.0 0.0 2.0 0.0 0.0 2.0 2.0 Amber [s] 4.0 4.0 0.0 4.0 4.0 0.0 0.0 4.1 0.0 0.0 4.1 4.1 Maximum Green [s] 4 20 0 35 35 0 0 35 0 0 35 35
Auxiliary Signal Groups 1,6,8
Signal Group 5 2 0 1 6 0 0 4 0 0 8 8
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Overlap Phasing & Timing (Basic)
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 Isolated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
11 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 231 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 9.79 37.78 20.05 102.75 13.71 12.60 30.11 44.34 44.17 5.71 28.14 1.90 95th-Percentile Queue Length [veh/ln] 0.39 1.51 0.80 4.11 0.55 0.50 1.20 1.77 1.77 0.23 1.13 0.08 50th-Percentile Queue Length [ft/ln] 5.44 20.99 11.14 57.09 7.62 7.00 16.73 24.64 24.54 3.17 15.63 1.06 50th-Percentile Queue Length [veh/ln] 0.22 0.84 0.45 2.28 0.30 0.28 0.67 0.99 0.98 0.13 0.63 0.04 Critical Lane Group No Yes No Yes No No No No No No No Yes Lane Group LOS C B B B A A B B B B B A
d, Delay for Lane Group [s/veh] 26.97 17.30 16.97 18.57 9.27 9.27 18.96 15.83 15.84 18.41 15.37 0.98 X, volume / capacity 0.43 0.26 0.16 0.63 0.07 0.08 0.23 0.27 0.27 0.04 0.17 0.28 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] 2.81 0.15 0.18 0.87 0.02 0.02 0.28 0.24 0.24 0.04 0.14 0.12 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 0.04 0.08 0.08 0.11 0.04 0.04 0.08 0.08 0.08 0.08 0.08 0.11 d1, Uniform Delay [s] 24.16 17.15 16.79 17.70 9.25 9.26 18.68 15.59 15.60 18.37 15.24 0.86 c, Capacity [veh/h] 39 698 307 771 762 683 307 448 443 314 448 1227 s, saturation flow rate [veh/h] 1810 3618 1592 3514 1900 1704 975 1900 1880 1150 1900 1596 (v / s)_i Volume / Saturation Flow Rate 0.01 0.05 0.03 0.14 0.03 0.03 0.07 0.06 0.06 0.01 0.04 0.22 g / C, Green / Cycle 0.02 0.19 0.19 0.22 0.40 0.40 0.24 0.24 0.24 0.24 0.24 0.77 g_i, Effective Green Time [s] 1 10 10 11 20 20 12 12 12 12 12 38 l2, Clearance Lost Time [s] 3.50 4.00 4.00 3.50 3.50 3.50 4.10 4.10 4.10 4.10 4.10 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.50 6.00 6.00 5.50 5.50 5.50 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 50 50 50 50 50 50 50 50 50 50 50 50 Lane Group L C R L C C L C C L C R
Lane Group Calculations
12 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 232 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 26.97 17.30 16.97 18.57 9.27 9.27 18.96 15.83 15.84 18.41 15.37 0.98 Movement LOS C B B B A A B B B B B A
d_A, Approach Delay [s/veh] 17.89 16.89 16.55 4.11
Approach LOS B B B A
d_I, Intersection Delay [s/veh] 13.48
Intersection LOS B
Intersection V/C 0.265
Emissions
Vehicle Miles Traveled [mph] 0.40 4.35 1.16 11.55 1.33 1.22 6.61 11.15 11.10 2.55 14.23 62.93 Stops [stops/h] 15.70 121.26 32.17 329.78 22.00 20.22 48.31 71.16 70.88 9.17 45.15 3.05 Fuel consumption [US gal/h] 0.17 1.31 0.34 4.77 0.32 0.30 0.89 1.35 1.34 0.22 1.13 2.49 CO [g/h] 12.00 91.47 24.09 333.31 22.54 20.70 62.16 94.09 93.69 15.29 78.70 174.09 NOx [g/h] 2.33 17.80 4.69 64.85 4.38 4.03 12.09 18.31 18.23 2.97 15.31 33.87 VOC [g/h] 2.78 21.20 5.58 77.25 5.22 4.80 14.41 21.81 21.71 3.54 18.24 40.35 Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
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] 15.14 15.14 15.14 15.14
I_p,int, Pedestrian LOS Score for Intersectio 2.513 2.809 2.369 2.975 Crosswalk LOS B C B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1404 822 1200 1200 d_b, Bicycle Delay [s] 2.21 8.65 4.00 3.99
I_b,int, Bicycle LOS Score for Intersection 1.780 2.059 1.816 2.711 Bicycle LOS A B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
13 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 233 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.119
Level Of Service: A
Delay (sec / veh): 9.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 4: Surfside Dr/Project Dwy 1
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 190 0 0 252 0 102
Total 15-Minute Volume [veh/h] 48 0 0 63 0 26
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 171 0 0 227 0 92
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 80 0 92
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 171 0 0 147 0 0
Name
Volumes
14 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 234 of 395 CC Agenda 06-01-2026 Intersection LOS A
d_I, Intersection Delay [s/veh] 1.83
Approach LOS A A A
d_A, Approach Delay [s/veh] 0.00 0.00 9.77
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 10.09 10.09 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.40 0.40 Movement LOS A A A A B A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.58 0.00 11.81 9.77 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.12
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
15 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 235 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.064
Level Of Service: A
Delay (sec / veh): 7.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 5: Surfside Dr/Project Dwy 2
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 190 0 89 163 0 0
Total 15-Minute Volume [veh/h] 48 0 22 41 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 171 0 80 147 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 80 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 171 0 0 147 0 0
Name
Volumes
16 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 236 of 395 CC Agenda 06-01-2026 Intersection LOS A
d_I, Intersection Delay [s/veh] 1.56
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 2.74 10.85
95th-Percentile Queue Length [ft/ln] 0.00 0.00 5.10 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.20 0.00 0.00 0.00 Movement LOS A A A A B A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.75 0.00 12.51 9.20 V/C, Movement V/C Ratio 0.00 0.00 0.06 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
17 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 237 of 395 CC Agenda 06-01-2026 Turning Movement Volume: Summary
Report File: C:\...\Existing With Project AM.pdf 11/19/2025 Vistro File: C:\...\250 S Surfside Dr - 11.19.2025 First Scenario 13 Existing With Project AM Scenario.vistro
250 S Surfside Dr
398
Total
Volume
0 Right
0 Left
Westbound
147
Thru
80 Left
Southbound
0 Right
171
Thru
Northbound
5 Surfside Dr/Project Dwy 2
ID Intersection Name
490
Total
Volume
92 Right
0 Left
Westbound
227
Thru
0 Left
Southbound
0 Right
171
Thru
Northbound
4 Surfside Dr/Project Dwy 1
ID Intersection Name
1649
Total
Volume
566
Right
69 Thru
12 Left
Westbound
6 Right
181
Thru
55 Left
Eastbound
35 Right
68 Thru
431
Left
Southbound
58 Right
154
Thru
14 Left
Northbound
3 Port Hueneme Rd/Ventura Rd
ID Intersection Name
1405
Total
Volume
4 Right
645
Thru
12 Left
Westbound
12 Right
686
Thru
4 Left
Eastbound
6 Right
1 Thru
14 Left
Southbound
16 Right
0 Thru
5 Left
Northbound
Port Hueneme Rd/Moranda
Pkwy-Willowbrook Dr 2
ID Intersection Name
1711
Total
Volume
4 Right
552
Thru
152
Left
Westbound
73 Right
635
Thru
7 Left
Eastbound
10 Right
3 Thru
12 Left
Southbound
165
Right
0 Thru
98 Left
Northbound
1 Port Hueneme Rd/Surfside Dr
ID Intersection Name
18 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 238 of 395 CC Agenda 06-01-2026 Intersection Analysis Summary
Report File: C:\...\Existing With Project PM.pdf 11/19/2025 Vistro File: C:\...\250 S Surfside Dr - 11.19.2025 First Scenario 14 Existing With Project PM Scenario.vistro
250 S Surfside Dr
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.

SB Left 0.066 7.9 A
HCM 7th
Edition 5 Surfside Dr/Project Dwy 2 Two-way stop
WB Right 0.142 10.3 B
HCM 7th
Edition 4 Surfside Dr/Project Dwy 1 Two-way stop
NB Left 0.265 14.6 B
HCM 7th
Edition 3 Port Hueneme Rd/Ventura Rd Signalized
SB Left 0.089 26.6 D
HCM 7th
Edition Two-way stop Port Hueneme Rd/MorandaPkwy-Willowbrook Dr 2 WB Left 0.344 8.6 A
HCM 7th
Edition 1 Port Hueneme Rd/Surfside Dr Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 239 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.344
Level Of Service: A
Delay (sec / veh): 8.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Port Hueneme Rd/Surfside Dr
Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 110.00 100.00 110.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 0 0 1 0 1 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
2 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 240 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 1 7 12 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 26 0 7 11
v_do, Outbound Pedestrian Volume crossing 7 11 26 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] 163 6 194 8 0 5 7 609 61 171 633 3 Total 15-Minute Volume [veh/h] 41 2 48 2 0 1 2 152 15 43 158 1 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 0.6548 0.6548 0.6548 0.6250 0.6250 0.6250 0.9493 0.9493 0.9493 0.8852 0.8852 0.8852 Total Hourly Volume [veh/h] 107 4 127 5 0 3 7 578 58 151 560 3 Right Turn on Red Volume [veh/h] 0 0 94 0 0 2 0 0 12 0 0 3 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] 30 0 71 0 0 0 0 -71 23 55 -55 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] 77 4 150 5 0 5 7 649 47 96 615 6 Name
Volumes
3 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 241 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
Vehicle Extension [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.5 0.0 0.0 2.5 0.0 Minimum Green [s] 0 10 0 0 10 0 0 15 0 0 15 0
Lead / Lag - - - - - - - - - - - -
Split [s] 0 50 0 0 50 0 0 30 0 0 30 0
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 0.0 3.1 0.0 0.0 3.1 0.0 0.0 4.1 0.0 0.0 4.1 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 26 0 0 21 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
All red [s] 0.0 1.5 0.0 0.0 1.5 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Amber [s] 0.0 3.6 0.0 0.0 3.6 0.0 0.0 4.1 0.0 0.0 4.1 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing (Basic)
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Active Pattern Pattern 1
Cycle Length [s] 80
Signal Coordination Group -
Located in CBD No
Intersection Settings
4 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 242 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 42.50 1.37 50.89 2.98 1.44 45.96 8.13 45.57 49.01 48.94 95th-Percentile Queue Length [veh/ln] 1.70 0.05 2.04 0.12 0.06 1.84 0.33 1.82 1.96 1.96 50th-Percentile Queue Length [ft/ln] 23.61 0.76 28.27 1.65 0.80 25.53 4.52 25.32 27.23 27.19 50th-Percentile Queue Length [veh/ln] 0.94 0.03 1.13 0.07 0.03 1.02 0.18 1.01 1.09 1.09 Critical Lane Group No No Yes No No No No Yes No No
Lane Group LOS B B B B A A A B A A
d, Delay for Lane Group [s/veh] 12.08 10.49 12.19 10.54 9.59 7.10 6.08 12.71 7.19 7.19 X, volume / capacity 0.38 0.01 0.47 0.03 0.02 0.38 0.09 0.41 0.37 0.37 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] 0.21 0.00 0.31 0.01 0.01 0.11 0.04 0.49 0.20 0.20 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 0.04 0.04 0.04 0.04 0.08 0.08 0.08 0.08 0.08 0.08 d1, Uniform Delay [s] 11.87 10.48 11.88 10.53 9.57 6.99 6.04 12.22 6.98 6.98 c, Capacity [veh/h] 424 491 412 484 424 1617 674 415 849 848 s, saturation flow rate [veh/h] 1434 1900 1594 1279 801 3618 1509 770 1900 1897 (v / s)_i Volume / Saturation Flow Rate 0.11 0.00 0.12 0.01 0.01 0.17 0.04 0.22 0.17 0.17 g / C, Green / Cycle 0.26 0.26 0.26 0.26 0.45 0.45 0.45 0.45 0.45 0.45 g_i, Effective Green Time [s] 10 10 10 10 17 17 17 17 17 17 l2, Clearance Lost Time [s] 3.10 3.10 3.10 3.10 4.10 4.10 4.10 4.10 4.10 4.10 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.10 5.10 5.10 5.10 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 38 38 38 38 38 38 38 38 38 38 Lane Group L C R C L C R L C C
Lane Group Calculations
5 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 243 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 12.08 10.49 12.19 10.54 10.54 10.54 9.59 7.10 6.08 12.71 7.19 7.19 Movement LOS B B B B B B A A A B A A
d_A, Approach Delay [s/veh] 12.11 10.54 7.03 8.36
Approach LOS B B A A
d_I, Intersection Delay [s/veh] 8.62
Intersection LOS A
Intersection V/C 0.344
Emissions
Vehicle Miles Traveled [mph] 19.63 0.72 23.36 0.61 0.25 22.10 2.21 16.24 30.23 30.18 Stops [stops/h] 89.32 2.87 106.95 6.26 3.03 193.17 17.08 95.76 103.00 102.84 Fuel consumption [US gal/h] 1.70 0.06 2.03 0.09 0.05 3.18 0.29 1.78 2.39 2.39 CO [g/h] 118.98 4.08 142.16 6.13 3.22 221.94 20.16 124.54 167.24 166.98 NOx [g/h] 23.15 0.79 27.66 1.19 0.63 43.18 3.92 24.23 32.54 32.49 VOC [g/h] 27.58 0.95 32.95 1.42 0.75 51.44 4.67 28.86 38.76 38.70 Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 0.0
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] 11.10 11.10 11.10 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.633 1.698 3.039 0.000 Crosswalk LOS B A C F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 2359 2359 1256 1256 d_b, Bicycle Delay [s] 0.61 0.62 2.65 2.64
I_b,int, Bicycle LOS Score for Intersection 2.314 1.584 2.128 2.228 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
6 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 244 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.089
Level Of Service: D
Delay (sec / veh): 26.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 2: Port Hueneme Rd/Moranda Pkwy-Willowbrook Dr Intersection Level Of Service Report
Crosswalk Yes Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 120.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 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
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 9 0 16 16 0 23 5 665 21 15 663 5 Total 15-Minute Volume [veh/h] 2 0 4 4 0 6 1 166 5 4 166 1 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 0.8125 0.8125 0.8125 0.4868 0.4868 0.4868 0.9595 0.9595 0.9595 0.9317 0.9317 0.9317 Total Hourly Volume [veh/h] 7 0 13 8 0 11 5 638 20 14 618 5 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 -48 0 0 -25 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] 7 0 13 8 0 11 5 686 20 14 643 5 Name
Volumes
7 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 245 of 395 CC Agenda 06-01-2026 Intersection LOS D
d_I, Intersection Delay [s/veh] 0.90
Approach LOS C C A A
d_A, Approach Delay [s/veh] 16.59 17.95 0.06 0.20
95th-Percentile Queue Length [ft/ln] 6.00 6.00 6.00 10.41 10.41 10.41 0.40 0.00 0.00 1.25 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.24 0.24 0.24 0.42 0.42 0.42 0.02 0.00 0.00 0.05 0.00 0.00 Movement LOS D D B D D B A A A A A A
d_M, Delay for Movement [s/veh] 26.09 30.88 11.24 26.57 32.17 11.96 8.89 0.00 0.00 8.99 0.00 0.00 V/C, Movement V/C Ratio 0.05 0.00 0.02 0.09 0.00 0.03 0.01 0.01 0.00 0.02 0.01 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
8 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 246 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.265
Level Of Service: B
Delay (sec / veh): 14.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Port Hueneme Rd/Ventura 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] 25.00 35.00 35.00 35.00
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] 70.00 100.00 100.00 130.00 100.00 100.00 180.00 100.00 100.00 140.00 100.00 140.00 No. of Lanes in Entry Pocket 1 0 1 2 0 0 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
9 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 247 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 0 1 0 3
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 23 5 11 11
v_do, Outbound Pedestrian Volume crossing 11 11 23 5
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] 12 110 17 618 162 52 60 59 8 59 80 253 Total 15-Minute Volume [veh/h] 3 27 4 155 40 13 15 15 2 15 20 63 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 0.8459 0.8459 0.8459 0.9509 0.9509 0.9509 0.9433 0.9433 0.9433 0.8655 0.8655 0.8655 Total Hourly Volume [veh/h] 10 93 14 588 154 49 57 56 8 51 69 219 Right Turn on Red Volume [veh/h] 0 0 7 0 0 15 0 0 3 0 0 274 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 23 0 -23 -30 -71 0 0 -55 30 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 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] 10 93 21 565 154 87 87 127 11 51 124 463 Name
Volumes
10 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 248 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
Vehicle Extension [s] 2.0 2.5 0.0 3.0 2.0 0.0 0.0 2.5 0.0 0.0 2.5 2.5 Minimum Green [s] 5 10 0 7 10 0 0 10 0 0 10 10
Lead / Lag Lead - - Lead - - - - - - - -
Split [s] 63 27 0 62 26 0 0 31 0 0 31 31
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 3.5 4.0 0.0 3.5 3.5 0.0 0.0 4.1 0.0 0.0 4.1 4.1 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 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 25 0 0 24 0 0 27 0 0 29 29
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 7
All red [s] 1.5 2.0 0.0 1.5 1.5 0.0 0.0 2.0 0.0 0.0 2.0 2.0 Amber [s] 4.0 4.0 0.0 4.0 4.0 0.0 0.0 4.1 0.0 0.0 4.1 4.1 Maximum Green [s] 55 20 0 55 35 0 0 35 0 0 35 35
Auxiliary Signal Groups 1,6,8
Signal Group 5 2 0 1 6 0 0 4 0 0 8 8
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Overlap Phasing & Timing (Basic)
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Active Pattern Pattern 1
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
11 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 249 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 7.89 25.90 7.97 143.51 31.67 29.16 26.19 12.42 12.32 24.50 30.32 1.23 95th-Percentile Queue Length [veh/ln] 0.32 1.04 0.32 5.74 1.27 1.17 1.05 0.50 0.49 0.98 1.21 0.05 50th-Percentile Queue Length [ft/ln] 4.38 14.39 4.43 79.73 17.59 16.20 14.55 6.90 6.84 13.61 16.84 0.68 50th-Percentile Queue Length [veh/ln] 0.18 0.58 0.18 3.19 0.70 0.65 0.58 0.28 0.27 0.54 0.67 0.03 Critical Lane Group No Yes No Yes No No No No No No No Yes Lane Group LOS C B B B B B B B B B B A
d, Delay for Lane Group [s/veh] 30.07 19.92 19.49 19.58 10.36 10.37 18.49 14.83 14.85 17.36 15.28 0.82 X, volume / capacity 0.42 0.19 0.07 0.71 0.15 0.15 0.17 0.07 0.07 0.14 0.16 0.20 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] 3.65 0.12 0.08 1.05 0.03 0.04 0.18 0.04 0.04 0.11 0.11 0.08 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 0.04 0.08 0.08 0.11 0.04 0.04 0.08 0.08 0.08 0.08 0.08 0.11 d1, Uniform Delay [s] 26.42 19.80 19.40 18.52 10.33 10.33 18.32 14.79 14.81 17.25 15.17 0.74 c, Capacity [veh/h] 28 572 255 876 762 695 345 509 483 422 509 1253 s, saturation flow rate [veh/h] 1810 3618 1615 3514 1900 1732 1053 1900 1803 1313 1900 1593 (v / s)_i Volume / Saturation Flow Rate 0.01 0.03 0.01 0.18 0.06 0.06 0.06 0.02 0.02 0.04 0.04 0.16 g / C, Green / Cycle 0.02 0.16 0.16 0.25 0.40 0.40 0.27 0.27 0.27 0.27 0.27 0.79 g_i, Effective Green Time [s] 1 9 9 13 22 22 14 14 14 14 14 42 l2, Clearance Lost Time [s] 3.50 4.00 4.00 3.50 3.50 3.50 4.10 4.10 4.10 4.10 4.10 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.50 6.00 6.00 5.50 5.50 5.50 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 54 54 54 54 54 54 54 54 54 54 54 54 Lane Group L C R L C C L C C L C R
Lane Group Calculations
12 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 250 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 30.07 19.92 19.49 19.58 10.36 10.37 18.49 14.84 14.85 17.36 15.28 0.82 Movement LOS C B B B B B B B B B B A
d_A, Approach Delay [s/veh] 20.75 17.21 16.57 6.26
Approach LOS C B B A
d_I, Intersection Delay [s/veh] 14.60
Intersection LOS B
Intersection V/C 0.265
Emissions
Vehicle Miles Traveled [mph] 0.28 2.60 0.40 14.60 2.63 2.42 5.58 3.13 3.10 10.76 14.59 46.15 Stops [stops/h] 11.67 76.68 11.80 424.91 46.88 43.17 38.78 18.39 18.24 36.27 44.89 1.82 Fuel consumption [US gal/h] 0.13 0.86 0.13 6.21 0.69 0.63 0.73 0.36 0.36 0.89 1.14 1.81 CO [g/h] 9.15 59.90 9.14 434.39 48.09 44.26 51.05 25.13 24.89 62.31 79.86 126.85 NOx [g/h] 1.78 11.66 1.78 84.52 9.36 8.61 9.93 4.89 4.84 12.12 15.54 24.68 VOC [g/h] 2.12 13.88 2.12 100.67 11.15 10.26 11.83 5.82 5.77 14.44 18.51 29.40 Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
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] 17.14 17.14 17.14 17.14
I_p,int, Pedestrian LOS Score for Intersectio 2.569 2.824 2.341 2.972 Crosswalk LOS B C B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 777 759 922 922 d_b, Bicycle Delay [s] 10.10 10.41 7.86 7.87
I_b,int, Bicycle LOS Score for Intersection 1.680 2.258 1.667 2.659 Bicycle LOS A B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
13 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 251 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.142
Level Of Service: B
Delay (sec / veh): 10.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 4: Surfside Dr/Project Dwy 1
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 257 0 0 246 0 112
Total 15-Minute Volume [veh/h] 64 0 0 61 0 28
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 231 0 0 221 0 101
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 78 0 101
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 231 0 0 143 0 0
Name
Volumes
14 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 252 of 395 CC Agenda 06-01-2026 Intersection LOS B
d_I, Intersection Delay [s/veh] 1.88
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 10.34
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 12.38 12.38 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.50 0.50 Movement LOS A A A A B B
d_M, Delay for Movement [s/veh] 0.00 0.00 7.73 0.00 12.53 10.34 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.14
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
15 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 253 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.066
Level Of Service: A
Delay (sec / veh): 7.9
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 5: Surfside Dr/Project Dwy 2
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 257 0 87 159 0 0
Total 15-Minute Volume [veh/h] 64 0 22 40 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 231 0 78 143 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 78 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 231 0 0 143 0 0
Name
Volumes
16 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 254 of 395 CC Agenda 06-01-2026 Intersection LOS A
d_I, Intersection Delay [s/veh] 1.37
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 2.80 11.36
95th-Percentile Queue Length [ft/ln] 0.00 0.00 5.29 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.21 0.00 0.00 0.00 Movement LOS A A A A B A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.92 0.00 13.14 9.58 V/C, Movement V/C Ratio 0.00 0.00 0.07 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
17 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 255 of 395 CC Agenda 06-01-2026 Turning Movement Volume: Summary
Report File: C:\...\Existing With Project PM.pdf 11/19/2025 Vistro File: C:\...\250 S Surfside Dr - 11.19.2025 First Scenario 14 Existing With Project PM Scenario.vistro
250 S Surfside Dr
452
Total
Volume
0 Right
0 Left
Westbound
143
Thru
78 Left
Southbound
0 Right
231
Thru
Northbound
5 Surfside Dr/Project Dwy 2
ID Intersection Name
553
Total
Volume
101
Right
0 Left
Westbound
221
Thru
0 Left
Southbound
0 Right
231
Thru
Northbound
4 Surfside Dr/Project Dwy 1
ID Intersection Name
1667
Total
Volume
493
Right
69 Thru
51 Left
Westbound
11 Right
56 Thru
57 Left
Eastbound
64 Right
154
Thru
588
Left
Southbound
21 Right
93 Thru
10 Left
Northbound
3 Port Hueneme Rd/Ventura Rd
ID Intersection Name
1339
Total
Volume
5 Right
618
Thru
14 Left
Westbound
20 Right
638
Thru
5 Left
Eastbound
11 Right
0 Thru
8 Left
Southbound
13 Right
0 Thru
7 Left
Northbound
Port Hueneme Rd/Moranda
Pkwy-Willowbrook Dr 2
ID Intersection Name
1714
Total
Volume
6 Right
560
Thru
151
Left
Westbound
70 Right
578
Thru
7 Left
Eastbound
5 Right
0 Thru
5 Left
Southbound
221
Right
4 Thru
107
Left
Northbound
1 Port Hueneme Rd/Surfside Dr
ID Intersection Name
18 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 256 of 395 CC Agenda 06-01-2026 Intersection Analysis Summary
Report File: C:\...\Opening Year With Project AM.pdf 11/19/2025 Vistro File: C:\...\250 S Surfside Dr - 11.19.2025 First Scenario 17 Opening Year With Project AM Scenario.vistro
250 S Surfside Dr
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.

SB Left 0.064 7.8 A
HCM 7th
Edition 5 Surfside Dr/Project Dwy 2 Two-way stop
WB Right 0.119 9.8 A
HCM 7th
Edition 4 Surfside Dr/Project Dwy 1 Two-way stop
NB Left 0.272 13.5 B
HCM 7th
Edition 3 Port Hueneme Rd/Ventura Rd Signalized
SB Thru 0.017 45.8 E
HCM 7th
Edition Two-way stop Port Hueneme Rd/MorandaPkwy-Willowbrook Dr 2 NB Right 0.343 8.2 A
HCM 7th
Edition 1 Port Hueneme Rd/Surfside Dr Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 257 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.343
Level Of Service: A
Delay (sec / veh): 8.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Port Hueneme Rd/Surfside Dr
Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 110.00 100.00 110.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 0 0 1 0 1 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
2 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 258 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 1 2 1 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 17 0 3 11
v_do, Outbound Pedestrian Volume crossing 3 11 17 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] 116 0 133 21 5 7 7 698 66 184 683 5 Total 15-Minute Volume [veh/h] 29 0 33 5 1 2 2 175 17 46 171 1 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 0.8525 0.8525 0.8525 0.5682 0.5682 0.5682 0.9527 0.9527 0.9527 0.8363 0.8363 0.8363 Total Hourly Volume [veh/h] 99 0 113 12 3 4 7 665 63 154 571 4 Right Turn on Red Volume [veh/h] 0 0 54 0 0 6 0 0 11 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] 28 0 64 0 0 0 0 -48 24 56 -49 0 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 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] 70 0 101 12 3 10 7 699 49 96 608 4 Name
Volumes
3 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 259 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
Vehicle Extension [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 3.5 0.0 0.0 3.5 0.0 Minimum Green [s] 0 10 0 0 10 0 0 15 0 0 15 0
Lead / Lag - - - - - - - - - - - -
Split [s] 0 23 0 0 23 0 0 37 0 0 37 0
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 0.0 3.1 0.0 0.0 3.1 0.0 0.0 4.1 0.0 0.0 4.1 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 26 0 0 21 0 0 10 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
All red [s] 0.0 1.5 0.0 0.0 1.5 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Amber [s] 0.0 3.6 0.0 0.0 3.6 0.0 0.0 4.1 0.0 0.0 4.1 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing (Basic)
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
4 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 260 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 35.76 0.00 41.05 9.42 1.48 53.29 8.73 54.58 53.36 53.23 95th-Percentile Queue Length [veh/ln] 1.43 0.00 1.64 0.38 0.06 2.13 0.35 2.18 2.13 2.13 50th-Percentile Queue Length [ft/ln] 19.87 0.00 22.80 5.23 0.82 29.61 4.85 30.32 29.64 29.57 50th-Percentile Queue Length [veh/ln] 0.79 0.00 0.91 0.21 0.03 1.18 0.19 1.21 1.19 1.18 Critical Lane Group No No Yes No No No No Yes No No
Lane Group LOS B A B B A A A B A A
d, Delay for Lane Group [s/veh] 13.90 0.00 13.93 12.83 8.75 6.51 5.40 12.87 6.54 6.54 X, volume / capacity 0.29 0.00 0.37 0.07 0.02 0.38 0.08 0.44 0.36 0.36 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] 0.15 0.00 0.23 0.03 0.02 0.16 0.05 0.87 0.27 0.27 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 0.04 0.04 0.04 0.04 0.13 0.13 0.13 0.13 0.13 0.13 d1, Uniform Delay [s] 13.74 0.00 13.70 12.80 8.73 6.35 5.35 12.00 6.26 6.26 c, Capacity [veh/h] 396 432 363 452 445 1833 785 420 963 960 s, saturation flow rate [veh/h] 1424 1900 1594 1373 764 3618 1550 710 1900 1895 (v / s)_i Volume / Saturation Flow Rate 0.08 0.00 0.08 0.02 0.01 0.19 0.04 0.26 0.18 0.18 g / C, Green / Cycle 0.23 0.23 0.23 0.23 0.51 0.51 0.51 0.51 0.51 0.51 g_i, Effective Green Time [s] 10 10 10 10 21 21 21 21 21 21 l2, Clearance Lost Time [s] 3.10 3.10 3.10 3.10 4.10 4.10 4.10 4.10 4.10 4.10 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.10 5.10 5.10 5.10 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 42 42 42 42 42 42 42 42 42 42 Lane Group L C R C L C R L C C
Lane Group Calculations
5 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 261 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 13.90 0.00 13.93 12.83 12.83 12.83 8.75 6.51 5.40 12.87 6.54 6.54 Movement LOS B A B B B B A A A B A A
d_A, Approach Delay [s/veh] 13.91 12.83 6.44 7.87
Approach LOS B B A A
d_I, Intersection Delay [s/veh] 8.16
Intersection LOS A
Intersection V/C 0.343
Emissions
Vehicle Miles Traveled [mph] 13.97 0.00 16.01 1.56 0.25 25.33 2.40 17.48 32.72 32.64 Stops [stops/h] 68.13 0.00 78.21 17.94 2.83 203.08 16.64 104.00 101.66 101.43 Fuel consumption [US gal/h] 1.28 0.00 1.47 0.25 0.04 3.42 0.29 1.93 2.47 2.46 CO [g/h] 89.43 0.00 102.64 17.43 3.03 238.92 20.20 134.95 172.65 172.23 NOx [g/h] 17.40 0.00 19.97 3.39 0.59 46.49 3.93 26.26 33.59 33.51 VOC [g/h] 20.73 0.00 23.79 4.04 0.70 55.37 4.68 31.28 40.01 39.92 Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 0.0
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] 11.43 11.43 11.43 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.563 1.713 2.989 0.000 Crosswalk LOS B A C F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 853 853 1472 1472 d_b, Bicycle Delay [s] 6.91 6.92 1.46 1.46
I_b,int, Bicycle LOS Score for Intersection 2.060 1.624 2.205 2.279 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
6 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 262 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.017
Level Of Service: E
Delay (sec / veh): 45.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 2: Port Hueneme Rd/Moranda Pkwy-Willowbrook Dr Intersection Level Of Service Report
Crosswalk Yes Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 120.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 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
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 9 0 27 47 2 14 5 726 12 13 736 4 Total 15-Minute Volume [veh/h] 2 0 7 12 0 4 1 182 3 3 184 1 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 0.5833 0.5833 0.5833 0.6406 0.6406 0.6406 0.9655 0.9655 0.9655 0.8942 0.8942 0.8942 Total Hourly Volume [veh/h] 5 0 16 30 1 9 5 701 12 12 658 4 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 16 0 3 1 -40 0 0 -28 0 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 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] 5 0 16 14 1 6 4 726 12 12 673 4 Name
Volumes
7 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 263 of 395 CC Agenda 06-01-2026 Intersection LOS E
d_I, Intersection Delay [s/veh] 1.88
Approach LOS C E A A
d_A, Approach Delay [s/veh] 16.31 35.75 0.06 0.16
95th-Percentile Queue Length [ft/ln] 8.42 8.42 8.42 37.06 37.06 37.06 0.43 0.00 0.00 1.13 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.34 0.34 0.34 1.48 1.48 1.48 0.02 0.00 0.00 0.05 0.00 0.00 Movement LOS D E B E E C A A A A A A
d_M, Delay for Movement [s/veh] 29.92 36.05 11.78 39.63 45.83 21.27 9.13 0.00 0.00 9.17 0.00 0.00 V/C, Movement V/C Ratio 0.06 0.00 0.04 0.31 0.02 0.02 0.01 0.01 0.00 0.01 0.01 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
8 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 264 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.272
Level Of Service: B
Delay (sec / veh): 13.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Port Hueneme Rd/Ventura 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] 25.00 35.00 35.00 35.00
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] 70.00 100.00 100.00 130.00 100.00 100.00 180.00 100.00 100.00 140.00 100.00 140.00 No. of Lanes in Entry Pocket 1 0 1 2 0 0 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
9 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 265 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 2 2 2 1
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 11 2 0 6
v_do, Outbound Pedestrian Volume crossing 0 6 11 2
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] 17 187 50 499 78 32 73 239 6 14 82 361 Total 15-Minute Volume [veh/h] 4 47 13 125 20 8 18 60 2 3 20 90 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 0.8377 0.8377 0.8377 0.8812 0.8812 0.8812 0.7780 0.7780 0.7780 0.8829 0.8829 0.8829 Total Hourly Volume [veh/h] 14 157 42 440 69 28 57 186 5 12 72 319 Right Turn on Red Volume [veh/h] 0 0 17 0 0 8 0 0 1 0 0 261 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 25 0 -24 -28 -64 0 0 -56 31 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 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] 14 154 58 407 68 59 83 245 6 12 125 538 Name
Volumes
10 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 266 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
Vehicle Extension [s] 2.0 2.5 0.0 3.0 2.0 0.0 0.0 2.5 0.0 0.0 2.5 2.5 Minimum Green [s] 5 10 0 7 10 0 0 10 0 0 10 10
Lead / Lag Lead - - Lead - - - - - - - -
Split [s] 28 41 0 13 26 0 0 36 0 0 36 36
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 3.5 4.0 0.0 3.5 3.5 0.0 0.0 4.1 0.0 0.0 4.1 4.1 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 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 25 0 0 24 0 0 27 0 0 29 29
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 7
All red [s] 1.5 2.0 0.0 1.5 1.5 0.0 0.0 2.0 0.0 0.0 2.0 2.0 Amber [s] 4.0 4.0 0.0 4.0 4.0 0.0 0.0 4.1 0.0 0.0 4.1 4.1 Maximum Green [s] 4 20 0 35 35 0 0 35 0 0 35 35
Auxiliary Signal Groups 1,6,8
Signal Group 5 2 0 1 6 0 0 4 0 0 8 8
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Overlap Phasing & Timing (Basic)
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 Isolated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
11 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 267 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 9.85 38.78 20.65 105.34 14.01 12.85 31.48 46.01 45.83 5.78 29.96 2.02 95th-Percentile Queue Length [veh/ln] 0.39 1.55 0.83 4.21 0.56 0.51 1.26 1.84 1.83 0.23 1.20 0.08 50th-Percentile Queue Length [ft/ln] 5.47 21.55 11.47 58.52 7.78 7.14 17.49 25.56 25.46 3.21 16.64 1.12 50th-Percentile Queue Length [veh/ln] 0.22 0.86 0.46 2.34 0.31 0.29 0.70 1.02 1.02 0.13 0.67 0.04 Critical Lane Group No Yes No Yes No No No No No No No Yes Lane Group LOS C B B B A A B B B B B A
d, Delay for Lane Group [s/veh] 27.13 17.46 17.12 18.56 9.23 9.24 19.29 16.00 16.01 18.62 15.55 0.99 X, volume / capacity 0.44 0.27 0.16 0.64 0.07 0.08 0.24 0.28 0.28 0.05 0.18 0.29 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] 2.82 0.15 0.18 0.86 0.02 0.02 0.31 0.25 0.25 0.04 0.15 0.13 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 0.04 0.08 0.08 0.11 0.04 0.04 0.08 0.08 0.08 0.08 0.08 0.11 d1, Uniform Delay [s] 24.31 17.30 16.93 17.70 9.22 9.23 18.98 15.75 15.76 18.57 15.40 0.86 c, Capacity [veh/h] 39 696 306 784 767 687 301 446 441 310 446 1229 s, saturation flow rate [veh/h] 1810 3618 1592 3514 1900 1701 957 1900 1881 1144 1900 1596 (v / s)_i Volume / Saturation Flow Rate 0.01 0.05 0.03 0.14 0.03 0.03 0.08 0.06 0.06 0.01 0.04 0.23 g / C, Green / Cycle 0.02 0.19 0.19 0.22 0.40 0.40 0.23 0.23 0.23 0.23 0.23 0.77 g_i, Effective Green Time [s] 1 10 10 11 20 20 12 12 12 12 12 39 l2, Clearance Lost Time [s] 3.50 4.00 4.00 3.50 3.50 3.50 4.10 4.10 4.10 4.10 4.10 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.50 6.00 6.00 5.50 5.50 5.50 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 50 50 50 50 50 50 50 50 50 50 50 50 Lane Group L C R L C C L C C L C R
Lane Group Calculations
12 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 268 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 27.13 17.46 17.12 18.56 9.24 9.24 19.29 16.01 16.01 18.62 15.55 0.99 Movement LOS C B B B A A B B B B B A
d_A, Approach Delay [s/veh] 18.04 16.88 16.76 4.15
Approach LOS B B B A
d_I, Intersection Delay [s/veh] 13.48
Intersection LOS B
Intersection V/C 0.272
Emissions
Vehicle Miles Traveled [mph] 0.40 4.42 1.18 11.78 1.36 1.24 6.79 11.43 11.38 2.55 14.96 65.85 Stops [stops/h] 15.71 123.71 32.94 336.01 22.34 20.49 50.21 73.39 73.09 9.22 47.78 3.22 Fuel consumption [US gal/h] 0.17 1.34 0.35 4.86 0.33 0.30 0.92 1.39 1.38 0.22 1.19 2.61 CO [g/h] 12.04 93.49 24.72 339.80 22.90 20.99 64.53 96.98 96.57 15.36 83.11 182.25 NOx [g/h] 2.34 18.19 4.81 66.11 4.46 4.08 12.56 18.87 18.79 2.99 16.17 35.46 VOC [g/h] 2.79 21.67 5.73 78.75 5.31 4.87 14.96 22.48 22.38 3.56 19.26 42.24 Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
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] 15.29 15.29 15.29 15.29
I_p,int, Pedestrian LOS Score for Intersectio 2.514 2.819 2.372 2.984 Crosswalk LOS B C B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1396 817 1192 1192 d_b, Bicycle Delay [s] 2.29 8.78 4.10 4.09
I_b,int, Bicycle LOS Score for Intersection 1.783 2.069 1.823 2.744 Bicycle LOS A B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
13 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 269 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.119
Level Of Service: A
Delay (sec / veh): 9.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 4: Surfside Dr/Project Dwy 1
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 193 0 0 256 0 102
Total 15-Minute Volume [veh/h] 48 0 0 64 0 26
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 174 0 0 230 0 92
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 80 0 92
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 171 0 0 147 0 0
Name
Volumes
14 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 270 of 395 CC Agenda 06-01-2026 Intersection LOS A
d_I, Intersection Delay [s/veh] 1.81
Approach LOS A A A
d_A, Approach Delay [s/veh] 0.00 0.00 9.79
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 10.13 10.13 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.41 0.41 Movement LOS A A A A B A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.59 0.00 11.87 9.79 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.12
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
15 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 271 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.064
Level Of Service: A
Delay (sec / veh): 7.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 5: Surfside Dr/Project Dwy 2
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 193 0 89 167 0 0
Total 15-Minute Volume [veh/h] 48 0 22 42 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 174 0 80 150 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 80 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 171 0 0 147 0 0
Name
Volumes
16 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 272 of 395 CC Agenda 06-01-2026 Intersection LOS A
d_I, Intersection Delay [s/veh] 1.54
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 2.70 10.90
95th-Percentile Queue Length [ft/ln] 0.00 0.00 5.11 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.20 0.00 0.00 0.00 Movement LOS A A A A B A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.76 0.00 12.58 9.22 V/C, Movement V/C Ratio 0.00 0.00 0.06 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
17 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 273 of 395 CC Agenda 06-01-2026 Turning Movement Volume: Summary
Report File: C:\...\Opening Year With Project AM.pdf 11/19/2025 Vistro File: C:\...\250 S Surfside Dr - 11.19.2025 First Scenario 17 Opening Year With Project AM Scenario.vistro
250 S Surfside Dr
404
Total
Volume
0 Right
0 Left
Westbound
150
Thru
80 Left
Southbound
0 Right
174
Thru
Northbound
5 Surfside Dr/Project Dwy 2
ID Intersection Name
496
Total
Volume
92 Right
0 Left
Westbound
230
Thru
0 Left
Southbound
0 Right
174
Thru
Northbound
4 Surfside Dr/Project Dwy 1
ID Intersection Name
1688
Total
Volume
580
Right
72 Thru
12 Left
Westbound
6 Right
186
Thru
57 Left
Eastbound
36 Right
69 Thru
440
Left
Southbound
59 Right
157
Thru
14 Left
Northbound
3 Port Hueneme Rd/Ventura Rd
ID Intersection Name
1453
Total
Volume
4 Right
658
Thru
12 Left
Westbound
12 Right
701
Thru
5 Left
Eastbound
9 Right
1 Thru
30 Left
Southbound
16 Right
0 Thru
5 Left
Northbound
Port Hueneme Rd/Moranda
Pkwy-Willowbrook Dr 2
ID Intersection Name
1766
Total
Volume
4 Right
571
Thru
154
Left
Westbound
74 Right
665
Thru
7 Left
Eastbound
10 Right
3 Thru
12 Left
Southbound
167
Right
0 Thru
99 Left
Northbound
1 Port Hueneme Rd/Surfside Dr
ID Intersection Name
18 11/19/2025
EPD Solutions, Inc.

Scenario 17: 17 Opening Year With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 274 of 395 CC Agenda 06-01-2026 Intersection Analysis Summary
Report File: C:\...\Opening Year With Project PM.pdf 11/19/2025 Vistro File: C:\...\250 S Surfside Dr - 11.19.2025 First Scenario 18 Opening Year With Project PM Scenario.vistro
250 S Surfside Dr
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.

SB Left 0.066 7.9 A
HCM 7th
Edition 5 Surfside Dr/Project Dwy 2 Two-way stop
WB Right 0.143 10.4 B
HCM 7th
Edition 4 Surfside Dr/Project Dwy 1 Two-way stop
NB Left 0.273 14.7 B
HCM 7th
Edition 3 Port Hueneme Rd/Ventura Rd Signalized
SB Left 0.228 31.3 D
HCM 7th
Edition Two-way stop Port Hueneme Rd/MorandaPkwy-Willowbrook Dr 2 WB Left 0.355 8.7 A
HCM 7th
Edition 1 Port Hueneme Rd/Surfside Dr Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 275 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.355
Level Of Service: A
Delay (sec / veh): 8.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Port Hueneme Rd/Surfside Dr
Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 110.00 100.00 110.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 0 0 1 0 1 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
2 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 276 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 1 7 12 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 26 0 7 11
v_do, Outbound Pedestrian Volume crossing 7 11 26 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] 166 6 199 8 0 5 7 634 62 173 664 3 Total 15-Minute Volume [veh/h] 42 2 50 2 0 1 2 159 16 43 166 1 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 0.6548 0.6548 0.6548 0.6250 0.6250 0.6250 0.9493 0.9493 0.9493 0.8852 0.8852 0.8852 Total Hourly Volume [veh/h] 109 4 130 5 0 3 7 602 59 153 588 3 Right Turn on Red Volume [veh/h] 0 0 94 0 0 2 0 0 12 0 0 3 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] 30 0 71 0 0 0 0 -60 23 55 -39 0 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 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] 77 4 150 5 0 5 7 649 47 96 615 6 Name
Volumes
3 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 277 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
Vehicle Extension [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.5 0.0 0.0 2.5 0.0 Minimum Green [s] 0 10 0 0 10 0 0 15 0 0 15 0
Lead / Lag - - - - - - - - - - - -
Split [s] 0 50 0 0 50 0 0 30 0 0 30 0
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 0.0 3.1 0.0 0.0 3.1 0.0 0.0 4.1 0.0 0.0 4.1 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 26 0 0 21 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
All red [s] 0.0 1.5 0.0 0.0 1.5 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Amber [s] 0.0 3.6 0.0 0.0 3.6 0.0 0.0 4.1 0.0 0.0 4.1 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing (Basic)
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Active Pattern Pattern 1
Cycle Length [s] 80
Signal Coordination Group -
Located in CBD No
Intersection Settings
4 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 278 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 44.06 1.39 53.26 3.03 1.44 48.44 8.30 46.34 52.12 52.05 95th-Percentile Queue Length [veh/ln] 1.76 0.06 2.13 0.12 0.06 1.94 0.33 1.85 2.08 2.08 50th-Percentile Queue Length [ft/ln] 24.48 0.77 29.59 1.68 0.80 26.91 4.61 25.75 28.96 28.92 50th-Percentile Queue Length [veh/ln] 0.98 0.03 1.18 0.07 0.03 1.08 0.18 1.03 1.16 1.16 Critical Lane Group No No Yes No No No No Yes No No
Lane Group LOS B B B B A A A B A A
d, Delay for Lane Group [s/veh] 12.24 10.61 12.39 10.66 9.48 7.14 6.07 12.67 7.24 7.24 X, volume / capacity 0.38 0.01 0.48 0.03 0.02 0.39 0.09 0.42 0.39 0.39 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] 0.21 0.00 0.33 0.01 0.01 0.11 0.04 0.50 0.22 0.22 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 0.04 0.04 0.04 0.04 0.08 0.08 0.08 0.08 0.08 0.08 d1, Uniform Delay [s] 12.03 10.60 12.05 10.65 9.47 7.02 6.02 12.17 7.03 7.03 c, Capacity [veh/h] 432 489 411 483 422 1629 680 414 856 854 s, saturation flow rate [veh/h] 1434 1900 1594 1285 779 3618 1509 752 1900 1897 (v / s)_i Volume / Saturation Flow Rate 0.12 0.00 0.12 0.01 0.01 0.18 0.04 0.23 0.18 0.18 g / C, Green / Cycle 0.26 0.26 0.26 0.26 0.45 0.45 0.45 0.45 0.45 0.45 g_i, Effective Green Time [s] 10 10 10 10 17 17 17 17 17 17 l2, Clearance Lost Time [s] 3.10 3.10 3.10 3.10 4.10 4.10 4.10 4.10 4.10 4.10 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.10 5.10 5.10 5.10 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 38 38 38 38 38 38 38 38 38 38 Lane Group L C R C L C R L C C
Lane Group Calculations
5 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 279 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 12.24 10.61 12.39 10.66 10.66 10.66 9.48 7.14 6.07 12.67 7.24 7.24 Movement LOS B B B B B B A A A B A A
d_A, Approach Delay [s/veh] 12.29 10.66 7.06 8.36
Approach LOS B B A A
d_I, Intersection Delay [s/veh] 8.66
Intersection LOS A
Intersection V/C 0.355
Emissions
Vehicle Miles Traveled [mph] 19.99 0.72 23.96 0.61 0.25 23.01 2.25 16.43 31.71 31.66 Stops [stops/h] 91.79 2.90 110.96 6.30 3.00 201.84 17.28 96.55 108.59 108.43 Fuel consumption [US gal/h] 1.74 0.06 2.10 0.09 0.05 3.32 0.29 1.80 2.52 2.51 CO [g/h] 121.87 4.10 146.86 6.17 3.20 231.78 20.43 125.74 175.95 175.69 NOx [g/h] 23.71 0.80 28.57 1.20 0.62 45.10 3.98 24.46 34.23 34.18 VOC [g/h] 28.24 0.95 34.04 1.43 0.74 53.72 4.74 29.14 40.78 40.72 Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 0.0
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] 11.25 11.25 11.25 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.639 1.699 3.054 0.000 Crosswalk LOS B A C F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 2339 2339 1245 1245 d_b, Bicycle Delay [s] 0.55 0.55 2.75 2.74
I_b,int, Bicycle LOS Score for Intersection 2.327 1.584 2.149 2.255 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
6 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 280 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.228
Level Of Service: D
Delay (sec / veh): 31.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 2: Port Hueneme Rd/Moranda Pkwy-Willowbrook Dr Intersection Level Of Service Report
Crosswalk Yes Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 120.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 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
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 9 0 16 39 0 27 8 680 21 15 677 5 Total 15-Minute Volume [veh/h] 2 0 4 10 0 7 2 170 5 4 169 1 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 0.8125 0.8125 0.8125 0.4868 0.4868 0.4868 0.9595 0.9595 0.9595 0.9317 0.9317 0.9317 Total Hourly Volume [veh/h] 7 0 13 19 0 13 8 652 20 14 631 5 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 11 0 2 3 -48 0 0 -25 0 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 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] 7 0 13 8 0 11 5 686 20 14 643 5 Name
Volumes
7 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 281 of 395 CC Agenda 06-01-2026 Intersection LOS D
d_I, Intersection Delay [s/veh] 1.52
Approach LOS C C A A
d_A, Approach Delay [s/veh] 17.13 24.91 0.10 0.19
95th-Percentile Queue Length [ft/ln] 6.28 6.28 6.28 26.27 26.27 26.27 0.66 0.00 0.00 1.26 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.25 0.25 0.25 1.05 1.05 1.05 0.03 0.00 0.00 0.05 0.00 0.00 Movement LOS D D B D E C A A A A A A
d_M, Delay for Movement [s/veh] 27.36 32.30 11.38 31.28 37.23 15.71 8.95 0.00 0.00 9.04 0.00 0.00 V/C, Movement V/C Ratio 0.05 0.00 0.02 0.23 0.00 0.04 0.01 0.01 0.00 0.02 0.01 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
8 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 282 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.273
Level Of Service: B
Delay (sec / veh): 14.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Port Hueneme Rd/Ventura 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] 25.00 35.00 35.00 35.00
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] 70.00 100.00 100.00 130.00 100.00 100.00 180.00 100.00 100.00 140.00 100.00 140.00 No. of Lanes in Entry Pocket 1 0 1 2 0 0 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
9 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 283 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 0 1 0 3
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 23 5 11 11
v_do, Outbound Pedestrian Volume crossing 11 11 23 5
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] 12 112 17 633 165 54 63 63 8 60 82 266 Total 15-Minute Volume [veh/h] 3 28 4 158 41 13 16 16 2 15 21 66 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 0.8459 0.8459 0.8459 0.9509 0.9509 0.9509 0.9433 0.9433 0.9433 0.8655 0.8655 0.8655 Total Hourly Volume [veh/h] 10 95 14 602 157 51 59 59 8 52 71 230 Right Turn on Red Volume [veh/h] 0 0 7 0 0 15 0 0 3 0 0 274 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 26 0 -23 -30 -71 0 0 -55 32 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 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] 10 93 21 565 154 87 87 127 11 51 124 463 Name
Volumes
10 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 284 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
Vehicle Extension [s] 2.0 2.5 0.0 3.0 2.0 0.0 0.0 2.5 0.0 0.0 2.5 2.5 Minimum Green [s] 5 10 0 7 10 0 0 10 0 0 10 10
Lead / Lag Lead - - Lead - - - - - - - -
Split [s] 63 27 0 62 26 0 0 31 0 0 31 31
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 3.5 4.0 0.0 3.5 3.5 0.0 0.0 4.1 0.0 0.0 4.1 4.1 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 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 25 0 0 24 0 0 27 0 0 29 29
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 7
All red [s] 1.5 2.0 0.0 1.5 1.5 0.0 0.0 2.0 0.0 0.0 2.0 2.0 Amber [s] 4.0 4.0 0.0 4.0 4.0 0.0 0.0 4.1 0.0 0.0 4.1 4.1 Maximum Green [s] 55 20 0 55 35 0 0 35 0 0 35 35
Auxiliary Signal Groups 1,6,8
Signal Group 5 2 0 1 6 0 0 4 0 0 8 8
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Overlap Phasing & Timing (Basic)
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Active Pattern Pattern 1
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
11 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 285 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 7.99 26.84 8.11 149.07 32.81 30.16 28.11 13.41 13.30 25.38 31.65 1.30 95th-Percentile Queue Length [veh/ln] 0.32 1.07 0.32 5.96 1.31 1.21 1.12 0.54 0.53 1.02 1.27 0.05 50th-Percentile Queue Length [ft/ln] 4.44 14.91 4.50 82.82 18.23 16.75 15.62 7.45 7.39 14.10 17.58 0.72 50th-Percentile Queue Length [veh/ln] 0.18 0.60 0.18 3.31 0.73 0.67 0.62 0.30 0.30 0.56 0.70 0.03 Critical Lane Group No Yes No Yes No No No No No No No Yes Lane Group LOS C C B B B B B B B B B A
d, Delay for Lane Group [s/veh] 30.43 20.22 19.77 19.69 10.38 10.39 18.83 15.03 15.05 17.61 15.48 0.82 X, volume / capacity 0.42 0.20 0.07 0.71 0.15 0.15 0.19 0.07 0.07 0.14 0.16 0.21 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] 3.66 0.12 0.08 1.06 0.03 0.04 0.19 0.04 0.05 0.11 0.11 0.08 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 0.04 0.08 0.08 0.11 0.04 0.04 0.08 0.08 0.08 0.08 0.08 0.11 d1, Uniform Delay [s] 26.77 20.10 19.69 18.64 10.34 10.35 18.63 14.99 15.00 17.50 15.37 0.74 c, Capacity [veh/h] 28 570 254 892 769 700 340 509 485 419 509 1257 s, saturation flow rate [veh/h] 1810 3618 1615 3514 1900 1729 1039 1900 1809 1308 1900 1593 (v / s)_i Volume / Saturation Flow Rate 0.01 0.03 0.01 0.18 0.06 0.06 0.06 0.02 0.02 0.05 0.04 0.17 g / C, Green / Cycle 0.02 0.16 0.16 0.25 0.40 0.40 0.27 0.27 0.27 0.27 0.27 0.79 g_i, Effective Green Time [s] 1 9 9 14 22 22 15 15 15 15 15 43 l2, Clearance Lost Time [s] 3.50 4.00 4.00 3.50 3.50 3.50 4.10 4.10 4.10 4.10 4.10 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.50 6.00 6.00 5.50 5.50 5.50 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 55 55 55 55 55 55 55 55 55 55 55 55 Lane Group L C R L C C L C C L C R
Lane Group Calculations
12 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 286 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 30.43 20.22 19.77 19.69 10.38 10.39 18.83 15.04 15.05 17.61 15.48 0.82 Movement LOS C C B B B B B B B B B A
d_A, Approach Delay [s/veh] 21.04 17.30 16.82 6.24
Approach LOS C B B A
d_I, Intersection Delay [s/veh] 14.66
Intersection LOS B
Intersection V/C 0.273
Emissions
Vehicle Miles Traveled [mph] 0.28 2.65 0.40 14.95 2.70 2.48 5.86 3.32 3.29 10.94 14.96 48.52 Stops [stops/h] 11.68 78.45 11.85 435.69 47.94 44.07 41.08 19.59 19.43 37.09 46.25 1.91 Fuel consumption [US gal/h] 0.13 0.88 0.13 6.38 0.70 0.65 0.77 0.38 0.38 0.91 1.18 1.91 CO [g/h] 9.22 61.57 9.22 446.21 49.24 45.25 54.09 26.78 26.54 63.69 82.23 133.38 NOx [g/h] 1.79 11.98 1.79 86.82 9.58 8.80 10.52 5.21 5.16 12.39 16.00 25.95 VOC [g/h] 2.14 14.27 2.14 103.41 11.41 10.49 12.54 6.21 6.15 14.76 19.06 30.91 Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
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] 17.48 17.48 17.48 17.48
I_p,int, Pedestrian LOS Score for Intersectio 2.572 2.836 2.344 2.981 Crosswalk LOS B C B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 767 749 910 910 d_b, Bicycle Delay [s] 10.40 10.72 8.13 8.15
I_b,int, Bicycle LOS Score for Intersection 1.682 2.275 1.673 2.685 Bicycle LOS A B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
13 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 287 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.143
Level Of Service: B
Delay (sec / veh): 10.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 4: Surfside Dr/Project Dwy 1
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 262 0 0 249 0 112
Total 15-Minute Volume [veh/h] 66 0 0 62 0 28
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 236 0 0 224 0 101
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 78 0 101
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 231 0 0 143 0 0
Name
Volumes
14 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 288 of 395 CC Agenda 06-01-2026 Intersection LOS B
d_I, Intersection Delay [s/veh] 1.87
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 10.38
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 12.47 12.47 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.50 0.50 Movement LOS A A A A B B
d_M, Delay for Movement [s/veh] 0.00 0.00 7.74 0.00 12.61 10.38 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.00 0.14
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
15 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 289 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.066
Level Of Service: A
Delay (sec / veh): 7.9
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 5: Surfside Dr/Project Dwy 2
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 262 0 87 162 0 0
Total 15-Minute Volume [veh/h] 66 0 22 41 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 236 0 78 146 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 78 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 231 0 0 143 0 0
Name
Volumes
16 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 290 of 395 CC Agenda 06-01-2026 Intersection LOS A
d_I, Intersection Delay [s/veh] 1.35
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 2.77 11.42
95th-Percentile Queue Length [ft/ln] 0.00 0.00 5.31 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.21 0.00 0.00 0.00 Movement LOS A A A A B A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.93 0.00 13.23 9.61 V/C, Movement V/C Ratio 0.00 0.00 0.07 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
17 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 291 of 395 CC Agenda 06-01-2026 Turning Movement Volume: Summary
Report File: C:\...\Opening Year With Project PM.pdf 11/19/2025 Vistro File: C:\...\250 S Surfside Dr - 11.19.2025 First Scenario 18 Opening Year With Project PM Scenario.vistro
250 S Surfside Dr
460
Total
Volume
0 Right
0 Left
Westbound
146
Thru
78 Left
Southbound
0 Right
236
Thru
Northbound
5 Surfside Dr/Project Dwy 2
ID Intersection Name
561
Total
Volume
101
Right
0 Left
Westbound
224
Thru
0 Left
Southbound
0 Right
236
Thru
Northbound
4 Surfside Dr/Project Dwy 1
ID Intersection Name
1707
Total
Volume
504
Right
71 Thru
52 Left
Westbound
11 Right
59 Thru
59 Left
Eastbound
66 Right
157
Thru
602
Left
Southbound
21 Right
95 Thru
10 Left
Northbound
3 Port Hueneme Rd/Ventura Rd
ID Intersection Name
1382
Total
Volume
5 Right
631
Thru
14 Left
Westbound
20 Right
652
Thru
8 Left
Eastbound
13 Right
0 Thru
19 Left
Southbound
13 Right
0 Thru
7 Left
Northbound
Port Hueneme Rd/Moranda
Pkwy-Willowbrook Dr 2
ID Intersection Name
1774
Total
Volume
6 Right
588
Thru
153
Left
Westbound
71 Right
602
Thru
7 Left
Eastbound
5 Right
0 Thru
5 Left
Southbound
224
Right
4 Thru
109
Left
Northbound
1 Port Hueneme Rd/Surfside Dr
ID Intersection Name
18 11/19/2025
EPD Solutions, Inc.

Scenario 18: 18 Opening Year With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 292 of 395 CC Agenda 06-01-2026 Intersection Analysis Summary
Report File: C:\...\Existing With Project AM.pdf 11/19/2025 Vistro File: C:\...\250 S Surfside Dr - 11.19.2025 Second Scenario 13 Existing With Project AM Scenario.vistro
250 S Surfside Dr
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.

SB Left 0.064 7.8 A
HCM 7th
Edition 5 Surfside Dr/Project Dwy 2 Two-way stop
WB Left 0.054 12.0 B
HCM 7th
Edition 4 Surfside Dr/Project Dwy 1 Two-way stop
NB Left 0.269 14.2 B
HCM 7th
Edition 3 Port Hueneme Rd/Ventura Rd Signalized
SB Thru 0.017 40.0 E
HCM 7th
Edition Two-way stop Port Hueneme Rd/MorandaPkwy-Willowbrook Dr 2 NB Left 0.359 8.0 A
HCM 7th
Edition 1 Port Hueneme Rd/Surfside Dr Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 293 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.359
Level Of Service: A
Delay (sec / veh): 8.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Port Hueneme Rd/Surfside Dr
Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 110.00 100.00 110.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 0 0 1 0 1 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
2 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 294 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 1 2 1 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 17 0 3 11
v_do, Outbound Pedestrian Volume crossing 3 11 17 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] 157 0 55 21 5 7 7 667 65 182 660 5 Total 15-Minute Volume [veh/h] 39 0 14 5 1 2 2 167 16 45 165 1 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 0.8525 0.8525 0.8525 0.5682 0.5682 0.5682 0.9527 0.9527 0.9527 0.8363 0.8363 0.8363 Total Hourly Volume [veh/h] 134 0 47 12 3 4 7 635 62 152 552 4 Right Turn on Red Volume [veh/h] 0 0 54 0 0 6 0 0 11 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] 64 0 0 0 0 0 0 -64 24 56 -56 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] 70 0 101 12 3 10 7 699 49 96 608 4 Name
Volumes
3 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 295 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
Vehicle Extension [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 3.5 0.0 0.0 3.5 0.0 Minimum Green [s] 0 10 0 0 10 0 0 15 0 0 15 0
Lead / Lag - - - - - - - - - - - -
Split [s] 0 23 0 0 23 0 0 37 0 0 37 0
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 0.0 3.1 0.0 0.0 3.1 0.0 0.0 4.1 0.0 0.0 4.1 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 26 0 0 21 0 0 10 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
All red [s] 0.0 1.5 0.0 0.0 1.5 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Amber [s] 0.0 3.6 0.0 0.0 3.6 0.0 0.0 4.1 0.0 0.0 4.1 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing (Basic)
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Active Pattern Pattern 1
Cycle Length [s] 60
Signal Coordination Group -
Located in CBD No
Intersection Settings
4 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 296 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 47.78 0.00 15.27 8.96 1.43 48.58 8.30 51.16 49.44 49.33 95th-Percentile Queue Length [veh/ln] 1.91 0.00 0.61 0.36 0.06 1.94 0.33 2.05 1.98 1.97 50th-Percentile Queue Length [ft/ln] 26.54 0.00 8.48 4.98 0.80 26.99 4.61 28.42 27.47 27.40 50th-Percentile Queue Length [veh/ln] 1.06 0.00 0.34 0.20 0.03 1.08 0.18 1.14 1.10 1.10 Critical Lane Group Yes No No No No No No Yes No No
Lane Group LOS B A B B A A A B A A
d, Delay for Lane Group [s/veh] 13.96 0.00 12.64 12.39 8.69 6.45 5.41 12.51 6.50 6.50 X, volume / capacity 0.39 0.00 0.15 0.07 0.02 0.37 0.08 0.43 0.35 0.35 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] 0.23 0.00 0.07 0.02 0.02 0.15 0.06 0.81 0.27 0.27 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 0.04 0.04 0.04 0.04 0.13 0.13 0.13 0.13 0.13 0.13 d1, Uniform Delay [s] 13.72 0.00 12.57 12.37 8.68 6.30 5.35 11.70 6.23 6.23 c, Capacity [veh/h] 400 432 362 471 450 1799 771 428 945 942 s, saturation flow rate [veh/h] 1424 1900 1594 1433 780 3618 1550 731 1900 1895 (v / s)_i Volume / Saturation Flow Rate 0.11 0.00 0.03 0.02 0.01 0.18 0.04 0.25 0.18 0.18 g / C, Green / Cycle 0.23 0.23 0.23 0.23 0.50 0.50 0.50 0.50 0.50 0.50 g_i, Effective Green Time [s] 9 9 9 9 20 20 20 20 20 20 l2, Clearance Lost Time [s] 3.10 3.10 3.10 3.10 4.10 4.10 4.10 4.10 4.10 4.10 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.10 5.10 5.10 5.10 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 41 41 41 41 41 41 41 41 41 41 Lane Group L C R C L C R L C C
Lane Group Calculations
5 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 297 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 13.96 0.00 12.64 12.39 12.39 12.39 8.69 6.45 5.41 12.51 6.50 6.50 Movement LOS B A B B B B A A A B A A
d_A, Approach Delay [s/veh] 13.62 12.39 6.38 7.79
Approach LOS B B A A
d_I, Intersection Delay [s/veh] 7.98
Intersection LOS A
Intersection V/C 0.359
Emissions
Vehicle Miles Traveled [mph] 18.90 0.00 6.62 1.56 0.25 24.21 2.36 17.29 31.63 31.55 Stops [stops/h] 94.26 0.00 30.13 17.68 2.83 191.67 16.38 100.92 97.54 97.31 Fuel consumption [US gal/h] 1.74 0.00 0.58 0.24 0.04 3.24 0.28 1.88 2.38 2.37 CO [g/h] 121.97 0.00 40.58 17.12 3.03 226.49 19.90 131.51 166.33 165.91 NOx [g/h] 23.73 0.00 7.90 3.33 0.59 44.07 3.87 25.59 32.36 32.28 VOC [g/h] 28.27 0.00 9.41 3.97 0.70 52.49 4.61 30.48 38.55 38.45 Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 0.0
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] 10.77 10.77 10.77 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.548 1.711 3.042 0.000 Crosswalk LOS B A C F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 883 883 1524 1524 d_b, Bicycle Delay [s] 6.33 6.33 1.15 1.15
I_b,int, Bicycle LOS Score for Intersection 1.999 1.624 2.178 2.258 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
6 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 298 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.017
Level Of Service: E
Delay (sec / veh): 40.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 2: Port Hueneme Rd/Moranda Pkwy-Willowbrook Dr Intersection Level Of Service Report
Crosswalk Yes Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 120.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 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
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 9 0 27 22 2 9 4 711 12 13 762 4 Total 15-Minute Volume [veh/h] 2 0 7 5 0 2 1 178 3 3 190 1 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 0.5833 0.5833 0.5833 0.6406 0.6406 0.6406 0.9655 0.9655 0.9655 0.8942 0.8942 0.8942 Total Hourly Volume [veh/h] 5 0 16 14 1 6 4 686 12 12 681 4 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 -40 0 0 8 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] 5 0 16 14 1 6 4 726 12 12 673 4 Name
Volumes
7 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 299 of 395 CC Agenda 06-01-2026 Intersection LOS E
d_I, Intersection Delay [s/veh] 1.08
Approach LOS C D A A
d_A, Approach Delay [s/veh] 16.14 29.26 0.05 0.15
95th-Percentile Queue Length [ft/ln] 8.29 8.29 8.29 16.15 16.15 16.15 0.35 0.00 0.00 1.11 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.33 0.33 0.33 0.65 0.65 0.65 0.01 0.00 0.00 0.04 0.00 0.00 Movement LOS D E B D E C A A A A A A
d_M, Delay for Movement [s/veh] 29.52 36.36 11.68 34.05 39.96 15.16 9.22 0.00 0.00 9.11 0.00 0.00 V/C, Movement V/C Ratio 0.06 0.00 0.04 0.15 0.02 0.01 0.00 0.01 0.00 0.01 0.01 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
8 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 300 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.269
Level Of Service: B
Delay (sec / veh): 14.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Port Hueneme Rd/Ventura 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] 25.00 35.00 35.00 35.00
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] 70.00 100.00 100.00 130.00 100.00 100.00 180.00 100.00 100.00 140.00 100.00 140.00 No. of Lanes in Entry Pocket 1 0 1 2 0 0 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
9 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 301 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 2 2 2 1
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 11 2 0 6
v_do, Outbound Pedestrian Volume crossing 0 6 11 2
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] 17 184 49 489 77 31 71 233 6 14 151 314 Total 15-Minute Volume [veh/h] 4 46 12 122 19 8 18 58 2 3 38 78 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 0.8377 0.8377 0.8377 0.8812 0.8812 0.8812 0.7780 0.7780 0.7780 0.8829 0.8829 0.8829 Total Hourly Volume [veh/h] 14 154 41 431 68 27 55 181 5 12 133 277 Right Turn on Red Volume [veh/h] 0 0 17 0 0 8 0 0 1 0 0 261 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 24 0 -24 -28 -64 0 0 8 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] 14 154 58 407 68 59 83 245 6 12 125 538 Name
Volumes
10 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 302 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
Vehicle Extension [s] 2.0 2.5 0.0 3.0 2.0 0.0 0.0 2.5 0.0 0.0 2.5 2.5 Minimum Green [s] 5 10 0 7 10 0 0 10 0 0 10 10
Lead / Lag Lead - - Lead - - - - - - - -
Split [s] 28 41 0 13 26 0 0 36 0 0 36 36
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 3.5 4.0 0.0 3.5 3.5 0.0 0.0 4.1 0.0 0.0 4.1 4.1 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 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 25 0 0 24 0 0 27 0 0 29 29
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 7
All red [s] 1.5 2.0 0.0 1.5 1.5 0.0 0.0 2.0 0.0 0.0 2.0 2.0 Amber [s] 4.0 4.0 0.0 4.0 4.0 0.0 0.0 4.1 0.0 0.0 4.1 4.1 Maximum Green [s] 4 20 0 35 35 0 0 35 0 0 35 35
Auxiliary Signal Groups 1,6,8
Signal Group 5 2 0 1 6 0 0 4 0 0 8 8
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Overlap Phasing & Timing (Basic)
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 Isolated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
11 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 303 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 10.13 39.35 20.87 107.71 14.65 13.47 32.27 44.20 44.03 5.76 56.83 1.66 95th-Percentile Queue Length [veh/ln] 0.41 1.57 0.83 4.31 0.59 0.54 1.29 1.77 1.76 0.23 2.27 0.07 50th-Percentile Queue Length [ft/ln] 5.63 21.86 11.59 59.84 8.14 7.48 17.93 24.56 24.46 3.20 31.57 0.92 50th-Percentile Queue Length [veh/ln] 0.23 0.87 0.46 2.39 0.33 0.30 0.72 0.98 0.98 0.13 1.26 0.04 Critical Lane Group No Yes No Yes No No No No No No Yes No Lane Group LOS C B B B A A C B B B B A
d, Delay for Lane Group [s/veh] 27.72 17.85 17.50 19.33 9.78 9.79 20.43 15.38 15.39 18.22 15.73 0.93 X, volume / capacity 0.45 0.27 0.16 0.65 0.08 0.08 0.25 0.25 0.25 0.04 0.31 0.25 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] 3.03 0.16 0.19 0.97 0.02 0.02 0.35 0.20 0.20 0.04 0.27 0.11 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 0.04 0.08 0.08 0.11 0.04 0.04 0.08 0.08 0.08 0.08 0.08 0.11 d1, Uniform Delay [s] 24.69 17.69 17.32 18.36 9.77 9.77 20.08 15.18 15.19 18.18 15.46 0.82 c, Capacity [veh/h] 38 683 301 748 742 665 279 481 476 326 481 1234 s, saturation flow rate [veh/h] 1810 3618 1592 3514 1900 1704 939 1900 1880 1150 1900 1596 (v / s)_i Volume / Saturation Flow Rate 0.01 0.05 0.03 0.14 0.03 0.03 0.08 0.06 0.06 0.01 0.08 0.20 g / C, Green / Cycle 0.02 0.19 0.19 0.21 0.39 0.39 0.25 0.25 0.25 0.25 0.25 0.77 g_i, Effective Green Time [s] 1 10 10 11 20 20 13 13 13 13 13 40 l2, Clearance Lost Time [s] 3.50 4.00 4.00 3.50 3.50 3.50 4.10 4.10 4.10 4.10 4.10 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.50 6.00 6.00 5.50 5.50 5.50 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 51 51 51 51 51 51 51 51 51 51 51 51 Lane Group L C R L C C L C C L C R
Lane Group Calculations
12 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 304 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 27.72 17.85 17.50 19.33 9.78 9.79 20.43 15.39 15.39 18.22 15.73 0.93 Movement LOS C B B B A A C B B B B A
d_A, Approach Delay [s/veh] 18.45 17.61 16.54 6.10
Approach LOS B B B A
d_I, Intersection Delay [s/veh] 14.16
Intersection LOS B
Intersection V/C 0.269
Emissions
Vehicle Miles Traveled [mph] 0.40 4.35 1.16 11.55 1.33 1.22 6.61 11.15 11.10 2.55 27.54 57.28 Stops [stops/h] 15.85 123.13 32.65 337.04 22.93 21.07 50.49 69.16 68.88 9.02 88.92 2.59 Fuel consumption [US gal/h] 0.17 1.34 0.35 4.90 0.34 0.31 0.93 1.32 1.31 0.22 2.20 2.26 CO [g/h] 12.22 93.39 24.59 342.44 23.44 21.53 64.79 92.28 91.88 15.17 153.92 158.11 NOx [g/h] 2.38 18.17 4.79 66.63 4.56 4.19 12.61 17.95 17.88 2.95 29.95 30.76 VOC [g/h] 2.83 21.64 5.70 79.36 5.43 4.99 15.02 21.39 21.29 3.52 35.67 36.64 Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
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] 15.75 15.75 15.75 15.75
I_p,int, Pedestrian LOS Score for Intersectio 2.514 2.805 2.387 2.987 Crosswalk LOS B C B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1369 802 1170 1170 d_b, Bicycle Delay [s] 2.55 9.18 4.41 4.41
I_b,int, Bicycle LOS Score for Intersection 1.780 2.059 1.816 2.781 Bicycle LOS A B A C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
13 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 305 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.054
Level Of Service: B
Delay (sec / veh): 12.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 4: Surfside Dr/Project Dwy 1
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 190 0 0 252 31 71
Total 15-Minute Volume [veh/h] 48 0 0 63 8 18
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 171 0 0 227 28 64
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 80 28 64
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 171 0 0 147 0 0
Name
Volumes
14 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 306 of 395 CC Agenda 06-01-2026 Intersection LOS B
d_I, Intersection Delay [s/veh] 1.98
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 0.00 10.58
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 11.80 11.80 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.47 0.47 Movement LOS A A A A B A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.58 0.00 12.00 9.96 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.00 0.05 0.08
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
15 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 307 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.064
Level Of Service: A
Delay (sec / veh): 7.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 5: Surfside Dr/Project Dwy 2
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 190 0 89 194 0 0
Total 15-Minute Volume [veh/h] 48 0 22 49 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 171 0 80 175 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 80 28 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 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 Base Volume Input [veh/h] 171 0 0 147 0 0
Name
Volumes
16 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 308 of 395 CC Agenda 06-01-2026 Intersection LOS A
d_I, Intersection Delay [s/veh] 1.46
Approach LOS A A B
d_A, Approach Delay [s/veh] 0.00 2.44 11.01
95th-Percentile Queue Length [ft/ln] 0.00 0.00 5.10 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.20 0.00 0.00 0.00 Movement LOS A A A A B A
d_M, Delay for Movement [s/veh] 0.00 0.00 7.75 0.00 12.82 9.20 V/C, Movement V/C Ratio 0.00 0.00 0.06 0.00 0.00 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
17 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 309 of 395 CC Agenda 06-01-2026 Turning Movement Volume: Summary
Report File: C:\...\Existing With Project AM.pdf 11/19/2025 Vistro File: C:\...\250 S Surfside Dr - 11.19.2025 Second Scenario 13 Existing With Project AM Scenario.vistro
250 S Surfside Dr
426
Total
Volume
0 Right
0 Left
Westbound
175
Thru
80 Left
Southbound
0 Right
171
Thru
Northbound
5 Surfside Dr/Project Dwy 2
ID Intersection Name
490
Total
Volume
64 Right
28 Left
Westbound
227
Thru
0 Left
Southbound
0 Right
171
Thru
Northbound
4 Surfside Dr/Project Dwy 1
ID Intersection Name
1685
Total
Volume
538
Right
133
Thru
12 Left
Westbound
6 Right
181
Thru
55 Left
Eastbound
35 Right
68 Thru
431
Left
Southbound
58 Right
154
Thru
14 Left
Northbound
3 Port Hueneme Rd/Ventura Rd
ID Intersection Name
1441
Total
Volume
4 Right
681
Thru
12 Left
Westbound
12 Right
686
Thru
4 Left
Eastbound
6 Right
1 Thru
14 Left
Southbound
16 Right
0 Thru
5 Left
Northbound
Port Hueneme Rd/Moranda
Pkwy-Willowbrook Dr 2
ID Intersection Name
1683
Total
Volume
4 Right
552
Thru
152
Left
Westbound
73 Right
635
Thru
7 Left
Eastbound
10 Right
3 Thru
12 Left
Southbound
101
Right
0 Thru
134
Left
Northbound
1 Port Hueneme Rd/Surfside Dr
ID Intersection Name
18 11/19/2025
EPD Solutions, Inc.

Scenario 13: 13 Existing With Project AM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 310 of 395 CC Agenda 06-01-2026 Intersection Analysis Summary
Report File: C:\...\Existing With Project PM.pdf 11/19/2025 Vistro File: C:\...\250 S Surfside Dr - 11.19.2025 Second Scenario 14 Existing With Project PM Scenario.vistro
250 S Surfside Dr
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.

SB Left 0.066 7.9 A
HCM 7th
Edition 5 Surfside Dr/Project Dwy 2 Two-way stop
WB Left 0.062 12.8 B
HCM 7th
Edition 4 Surfside Dr/Project Dwy 1 Two-way stop
NB Left 0.292 15.2 B
HCM 7th
Edition 3 Port Hueneme Rd/Ventura Rd Signalized
SB Left 0.096 28.3 D
HCM 7th
Edition Two-way stop Port Hueneme Rd/MorandaPkwy-Willowbrook Dr 2 NB Left 0.380 8.5 A
HCM 7th
Edition 1 Port Hueneme Rd/Surfside Dr Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 311 of 395 CC Agenda 06-01-2026 Volume to Capacity (v/c): 0.380
Level Of Service: A
Delay (sec / veh): 8.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Port Hueneme Rd/Surfside Dr
Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 35.00 35.00
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] 100.00 100.00 100.00 100.00 100.00 100.00 110.00 100.00 110.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 0 0 0 1 0 1 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
2 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 312 of 395 CC Agenda 06-01-2026 Bicycle Volume [bicycles/h] 1 7 12 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 26 0 7 11
v_do, Outbound Pedestrian Volume crossing 7 11 26 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] 226 6 86 8 0 5 7 609 61 171 633 3 Total 15-Minute Volume [veh/h] 57 2 21 2 0 1 2 152 15 43 158 1 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 0.6548 0.6548 0.6548 0.6250 0.6250 0.6250 0.9493 0.9493 0.9493 0.8852 0.8852 0.8852 Total Hourly Volume [veh/h] 148 4 56 5 0 3 7 578 58 151 560 3 Right Turn on Red Volume [veh/h] 0 0 94 0 0 2 0 0 12 0 0 3 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] 71 0 0 0 0 0 0 -71 23 55 -55 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] 77 4 150 5 0 5 7 649 47 96 615 6 Name
Volumes
3 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 313 of 395 CC Agenda 06-01-2026 Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
Vehicle Extension [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.5 0.0 0.0 2.5 0.0 Minimum Green [s] 0 10 0 0 10 0 0 15 0 0 15 0
Lead / Lag - - - - - - - - - - - -
Split [s] 0 50 0 0 50 0 0 30 0 0 30 0
Phasing & Timing: Pattern 1
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 Advanced 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 Advanced 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 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 l2, Clearance Lost Time [s] 0.0 3.1 0.0 0.0 3.1 0.0 0.0 4.1 0.0 0.0 4.1 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 26 0 0 21 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
All red [s] 0.0 1.5 0.0 0.0 1.5 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Amber [s] 0.0 3.6 0.0 0.0 3.6 0.0 0.0 4.1 0.0 0.0 4.1 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Auxiliary Signal Groups
Signal Group 0 8 0 0 4 0 0 2 0 0 6 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing (Basic)
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Active Pattern Pattern 1
Cycle Length [s] 80
Signal Coordination Group -
Located in CBD No
Intersection Settings
4 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 314 of 395 CC Agenda 06-01-2026 95th-Percentile Queue Length [ft/ln] 62.44 1.36 20.73 2.97 1.43 45.35 8.02 45.10 48.37 48.30 95th-Percentile Queue Length [veh/ln] 2.50 0.05 0.83 0.12 0.06 1.81 0.32 1.80 1.93 1.93 50th-Percentile Queue Length [ft/ln] 34.69 0.76 11.51 1.65 0.79 25.20 4.46 25.05 26.87 26.83 50th-Percentile Queue Length [veh/ln] 1.39 0.03 0.46 0.07 0.03 1.01 0.18 1.00 1.07 1.07 Critical Lane Group Yes No No No No No No Yes No No
Lane Group LOS B B B B A A A B A A
d, Delay for Lane Group [s/veh] 12.93 10.51 11.15 10.56 9.51 7.04 6.04 12.61 7.13 7.13 X, volume / capacity 0.54 0.01 0.21 0.03 0.02 0.38 0.09 0.41 0.37 0.37 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] 0.40 0.00 0.09 0.01 0.01 0.11 0.04 0.48 0.20 0.20 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 0.04 0.04 0.04 0.04 0.08 0.08 0.08 0.08 0.08 0.08 d1, Uniform Delay [s] 12.53 10.50 11.06 10.56 9.50 6.94 5.99 12.13 6.93 6.93 c, Capacity [veh/h] 422 487 408 500 426 1620 676 417 851 850 s, saturation flow rate [veh/h] 1434 1900 1594 1352 801 3618 1509 770 1900 1897 (v / s)_i Volume / Saturation Flow Rate 0.16 0.00 0.05 0.01 0.01 0.17 0.04 0.22 0.17 0.17 g / C, Green / Cycle 0.26 0.26 0.26 0.26 0.45 0.45 0.45 0.45 0.45 0.45 g_i, Effective Green Time [s] 10 10 10 10 17 17 17 17 17 17 l2, Clearance Lost Time [s] 3.10 3.10 3.10 3.10 4.10 4.10 4.10 4.10 4.10 4.10 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 2.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 5.10 5.10 5.10 5.10 6.10 6.10 6.10 6.10 6.10 6.10 C, Calculated Cycle Length [s] 38 38 38 38 38 38 38 38 38 38 Lane Group L C R C L C R L C C
Lane Group Calculations
5 11/19/2025
EPD Solutions, Inc.

Scenario 14: 14 Existing With Project PM
250 S Surfside Dr
Version 2024 (SP 0-4)
Generated with
Agenda Item No. 07 Page 315 of 395 CC Agenda 06-01-2026 Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 12.93 10.51 11.15 10.56 10.56 10.56 9.51 7.04 6.04 12.61 7.13 7.13 Movement LOS B B B B B B A A A B A A
d_A, Approach Delay [s/veh] 12.40 10.56 6.98 8.29
Approach LOS B B A A
d_I, Intersection Delay [s/veh] 8.54
Intersection LOS A
Intersection V/C 0.380
Emissions
Vehicle Miles Traveled [mph] 27.21 0.72 10.35 0.61 0.25 22.10 2.21 16.24 30.23 30.18 Stops [stops/h] 131.86 2.88 43.77 6.27 3.01 191.55 16.94 95.23 102.15 102.00 Fuel consumption [US gal/h] 2.44 0.06 0.86 0.09 0.05 3.16 0.29 1.77 2.38 2.38 CO [g/h] 170.80 4.09 60.35 6.14 3.21 220.60 20.04 124.02 166.54 166.28 NOx [g/h] 33.23 0.80 11.74 1.19 0.62 42.92 3.90 24.13 32.40 32.35 VOC [g/h] 39.58 0.95 13.99 1.42 0.74 51.13 4.65 28.74 38.60 38.54 Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 0.0
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] 11.01 11.01 11.01 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.621 1.698 3.139 0.000 Crosswalk LOS B A C F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 2370 2370 1262 1262 d_b, Bicycle Delay [s] 0.65 0.65 2.60 2.58
I_b,int, Bicycle LOS Score for Intersection 2.239 1.584 2.128 2.228 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
6 11/19/2025
EPD Solutions, Inc.