Camarillo City Council
May 13, 2026

5. TRAINING
The following personnel will be trained in the requirements of this O&M:

Table 5-1 Personnel Requiring O&M Training
Title Responsibilities
O&M Coordinator
See Table 2-1 for contact information.

O&M Implementation. Verification and
documentation that O&M training is performed.

Designated employees Inspection and maintenance of catch basins, catch basin signage, List other post-construction
mitigation controls.

This training will cover the elements of this O&M including maintenance, inspection and repair of the stormwater treatment devices.

Information to be covered during training, and a log to document training, is included in Training Forms found in Appendix D.

Note: Training to include:
a. Good housekeeping procedures defined in the plan.
b. Proper maintenance of all pollution mitigation devices. c. Identification and cleanup procedures for spills and overflows. d. Large-scale spill or hazardous material response.
e. Safety concerns when maintaining devices and cleaning spills. or contractor
Monthly inspection of Modular Wetland
Systems, Bi-annual maintenance or
maintenance as determined by inspection
results of Modular Wetland Systems

6. BASIC INSPECTION AND MAINTENANCE ACTIVITIES
Follow the below guidelines:
a) Create and maintain onsite, a log for inspector names, dates and stormwater control measure devices to be inspected and maintained. Provide a checklist for each inspection and maintenance category.
b) Once annually, perform testing of any mechanical or electrical devices prior to wet weather. c) Report any significant changes in stormwater management control measures to the site management. As appropriate, assure mechanical devices are working properly and/or landscaped BMP plantings are irrigated and nurtured to promote thick growth. d) Note any significant maintenance requirements due to spills or unexpected discharges. e) As appropriate, perform maintenance and replacement as scheduled and as needed in a timely manner to assure stormwater management control measures are performing as designed and approved.
f) Assure unauthorized low-flow discharges from the property do not by-pass stormwater control measures.
g) Perform an annual assessment of each pollution generation operation and its associated stormwater management control measures to determine if any part of the pollution reduction train can be improved.

Inspection and maintenance procedures are presented in Tables 2-2 and 2-3 and discussed in following subsections.

6.1. Inspection Activities
List responsible personnel to conduct inspections and maintenance per schedule of Table 2.2.

Stormwater control devices and general facilities should be inspected quarterly, with one inspection prior to the rainy season and one after the rainy season.

6.2. Inspection Logs
An Inspection Log is presented in Appendix C. This log presents information on how to conduct inspections and will be used to document inspection activities. Please note: there are no mechanical or electrical devices that require annual testing.

6.3. Maintenance Activities
Various contractors will be used to perform maintenance activities. Contractors and/or maintenance services will be responsible for training and ensuring the safety of their employees and will be identified on maintenance record.

6.4. Maintenance Records
Maintenance records (i.e. invoices, work orders, or maintenance logs) will be kept on file for five (5) years.
years. Maintenance records must also be sent to the City of Camarillo Stormwater Program Manager by June 30th of each year.

REVISIONS OF POLLUTION MITIGATION MEASURES
If corrective measures or modifications need to be made to the stormwater control measures or procedures, approval must be obtained from the City of Camarillo, Land Development Engineering Division prior to commencing any work.

Any corrective measures or modifications shall not cause stormwater discharges to bypass or otherwise impede existing stormwater control measures.

Minor administrative changes to the O&M (changes in names, phone numbers, etc.) do not need to be submitted to the City.

Capitol Improvement Project

7. MONITORING & REPORTING PROGRAM
The governing stormwater agency may require a Monitoring & Reporting Program to assure the stormwater management control measures approved for the site are performing according to design. If required by local permitting agency, the Maintenance Plan shall include performance testing and reporting protocols.

APPENDIX ITEMS:

A. Detailed Site Plan
B. Amendment Log: Stormwater Treatment Operations and Maintenance Plan C. Stormwater Treatment Device Inspection Log and appropriate Inspection Checklists from the Technical Guidance Manual, Appendix I.

D. Employee Training Forms
I:\Storm Water\forms\SW Maintenance Plan\Stormwater Treatment O&M Plan with blanks 7-21-20.docx E. Standard Operating Procedures for Hazardous Materials Spills or Containers of Unknown Substances on Public Right-of-Way" Memorandum

APPENDIX R: FIELD METER INSTRUCTIONS
Appendix A

APPENDIX R: FIELD METER INSTRUCTIONS
Appendix B

Ontario Distribution Center SWPPP 4 April 2022

AMENDMENT LOG
Project Name:

Project Number/ID
Amendment No. Date Brief Description of Amendment, include section and page number Prepared and Approved By
Name:

QSD#
Name:

QSD#
Name:

QSD#
Name:

QSD#
Name:

QSD#
Name:

QSD#
Name:

QSD#
Name:

QSD#
Name:

QSD#
Amendment Log

APPENDIX R: FIELD METER INSTRUCTIONS
Appendix C

QQ 4-212 Arlington and Van Buren
WQMP O&M | August 2021
Inspection & Maintenance Log
BMP# Location:

Date Depth of
Sediment
Accumulated
Trash
Maintenance
Performed
Maintenance
Personnel
Comments

INF-6/BIO-5
APPENDIX I: STORMWATER BMP MAINTENANCE PLAN GUIDANCE AND CHECKLISTS Technical Guidance Manual for I-21 Errata Update June 29, 2018 Stormwater Quality Control Measures 2011
I.10 Proprietary Device Inspection and Maintenance Checklist Date: Work Order #
Type of Inspection: □ post-storm □ annual □ routine □ post-wet season □ pre-wet season
Facility: Inspector(s):

Defect
Conditions When Maintenance Is
Needed
Inspection
Result (0,1,
or 2) †
Date
Maintenance
Performed
Comments or
Action(s) taken to
resolve issue
Refer to the manufacturer’s instructions for maintenance/inspection requirements, below are generic guidelines to supplement manufacturer’s recommendations.

Underground Vault
Sediment
Accumulation
on Media
Sediment depth exceeds 0.25-inches.

Sediment
Accumulation
in Vault
Sediment depth exceeds 6-inches in
first chamber.

Trash/Debris
Accumulation
Trash and debris accumulated on
compost filter bed.

Sediment in
Drain Pipes or
Cleanouts
When drain pipes, clean-outs,
become full with sediment and/or
debris.

Damaged Pipes
Any part of the pipes that are
crushed or damaged due to
corrosion and/or settlement.

Access Cover
Damaged/Not
Working
Cover cannot be opened; one person
cannot open the cover using normal
lifting pressure,
corrosion/deformation of cover.

Vault Structure
Includes Cracks
in Wall,
Bottom,
Damage to
Cracks wider than 1/2-inch or
evidence of soil particles entering
the structure through the cracks, or
maintenance/inspection personnel
determine that the vault is not
structurally sound.

INF-6/BIO-5
APPENDIX I: STORMWATER BMP MAINTENANCE PLAN GUIDANCE AND CHECKLISTS Technical Guidance Manual for I-22 Errata Update June 29, 2018 Stormwater Quality Control Measures 2011
Defect
Conditions When Maintenance Is
Needed
Inspection
Result (0,1,
or 2) †
Date
Maintenance
Performed
Comments or
Action(s) taken to
resolve issue
Frame and/or
Top Slab
Cracks wider than 1/2-inch at the
joint of any inlet/outlet pipe or
evidence of soil particles entering
through the cracks.

Baffles
Baffles corroding, cracking warping,
and/or showing signs of failure as
determined by
maintenance/inspection person.

Access Ladder
Damaged
Ladder is corroded or deteriorated,
not functioning properly, not
securely attached to structure wall,
missing rungs, cracks, or misaligned.

Below Ground Cartridge Type
Filter Media
Drawdown of water through the
media takes longer than 1 hour
and/or overflow occurs frequently.

Short Circuiting Flows do not properly enter filter
cartridges.
†Maintenance: Enter 0 if satisfactory, 1 if maintenance is needed and include WO#.

Enter 2 if maintenance was performed same day.

ENGINEERED SOLUTIONS
Modular Wetlands® Linear Operatons &
Maintenance Manual

2 MODULAR WETLANDS LINEAR

OPERATION & MAINTENANCE MANUAL

TABLE OF CONTENTS
Overview ........................................................................................................................................................................ 3 Safety Notice & Personal Safety Equipment ................................................................................................................. 4 Modular Wetlands Linear Components List ................................................................................................................. 5 Inspection Summary & Equipment List ......................................................................................................................... 6 Inspection & Maintenance Notes .................................................................................................................................. 7 Inspection Process ......................................................................................................................................................... 7 Maintenance Indicators ................................................................................................................................................. 9 Maintenance Summary & Equipment List..................................................................................................................... 9 Maintenance Instructions .............................................................................................................................................11 Replacing Biofiltration Media if Required ....................................................................................................................14 Replacing Drain Down Filter Media (Only on Older California Models) .....................................................................16 Notes .............................................................................................................................................................................17 Inspection Report .........................................................................................................................................................18 Cleaning & Maintenance Report ..................................................................................................................................19

3 OVERVIEW
This operation and maintenance (O&M) manual is for the Modular Wetlands Linear Biofilter (MWL). Please read the instructions and equipment lists closely prior to starting. It is important to follow all necessary safety procedures associated with state and local regulations. Please contact Contech for more information on pre-authorized third-party service providers who can provide inspection and maintenance services in your area. For a list of service providers in your area, please visit www.conteches.com/maintenance.

PLACEHOLDER FOR MARKETING PHOTO

WARNING
Confined space entry may be required. Contractor to obtain all equipment and training to meet applicable local and OSHA regulations regarding confined space entry. It is the Contractor’s or entry personnel’s responsibility to always proceed safely.

4 SAFETY NOTICE & PERSONAL SAFETY EQUIPMENT
Job site safety is a topic and a practice addressed comprehensively by others. The inclusions here are merely reminders to whole areas of Safety Practice that are the responsibility of the Owner(s), Manager(s), and Service Provider(s). OSHA and Canadian OSH, Federal, State/Provincial, and Local Jurisdiction Safety Standards apply on any given site or project.

The knowledge and applicability of those responsibilities is the Service Provider’s responsibility and outside the scope of Contech Engineered Solutions.

Safety Boots Gloves Hard Hat Eye Protection
Maintenance and Protection
of Traffic Plan

5 MODULAR WETLANDS LINEAR COMPONENTS LIST
The MWL system comes in multiple sizes and configurations, including side by side or end to end layouts, both as open planters or underground systems. See shop drawings (plans) for project specific details.

The standard MWL system is comprised of the following components:

6 INSPECTION SUMMARY & EQUIPMENT LIST
Stormwater regulations require BMPs be inspected and maintained to ensure they are operating as designed to allow for effective pollutant removal and provide protection to receiving water bodies. It is recommended that inspections be performed multiple times during the first year to assess the site-specific loading conditions. The first year of inspections can be used to set inspection and maintenance intervals for subsequent years to ensure appropriate maintenance is provided.
 Inspect pre-treatment, biofiltration, and discharge chambers an average of once every six to twelve months. Varies based on site specific and local conditions.  Average inspection time is approximately 15 minutes. Always ensure appropriate safety protocol and procedures are followed.

The following is a list of equipment required to allow for simple and effective inspection of the MWL:

Modular Wetlands Linear
Inspection Form
Flashlight Tape Measure Access Cover Hook
Ratchet
& 7/16” Socket
(if required for older pre-filter
cartridges that have two
bolts holding the lids on)

7 INSPECTION & MAINTENANCE NOTES

1. Following maintenance and/or inspection, it is recommended that the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms.

2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time.

3. Transport all debris, trash, organics, and sediments to approved facility for disposal in accordance with local and state requirements.

4. Entry into chambers may require confined space training based on state and local regulations.

5. No fertilizer shall be used in the biofiltration chamber.

6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may not require irrigation after initial establishment.

INSPECTION PROCESS

1. Prepare the inspection form by writing in the necessary information including project name, location, date & time, unit number and other information (see inspection form).

2. Observe the inside of the system through the access covers. If minimal light is available and vision into the unit is impaired, utilize a flashlight to see inside the system and all chambers.

3. Look for any out of the ordinary obstructions in the inflow pipe, pre-treatment chamber, biofiltration chamber, discharge chamber or outflow pipe. Write down any observations on the inspection form.

4. Through observation and/or digital photographs, estimate the amount of trash, debris accumulated in the pretreatment chamber. Utilizing a tape measure or measuring stick, estimate the amount of sediment in this chamber. Record this depth on the inspection form.

5. Through visual observation, inspect the condition of the pre-filter cartridges. Look for excessive build-up of sediment on the cartridges, any build-up on the tops of the cartridges, or clogging of the holes. Record this information on the inspection form. The pre-filter cartridges can be further inspected by removing the cartridge tops and assessing the color of the BioMediaGREEN filter cubes (requires entry into pre-treatment chamber - see notes previous notes regarding confined space entry). Record the color of the material. New material is a light green color. As the media becomes clogged, it will turn darker in color, eventually becoming dark brown or black. The closer to black the media is the higher percentage that the media is exhausted and in need of replacement.

8 6. The biofiltration chamber is generally maintenance-free due to the system’s advanced pre-treatment chamber.

For units which have open planters with vegetation, it is recommended that the vegetation be inspected. Look for any plants that are dead or showing signs of disease or other negative stressors. Record the general health of the plants on the inspection form and indicate through visual observation or digital photographs if trimming of the vegetation is required.

7. The discharge chamber houses the control riser (if applicable), drain down filter (only in California - older models), and is connected to the outflow pipe. It is important to check to ensure the orifice is in proper operating condition and free of any obstructions. It is also important to assess the condition of the drain down filter media which utilizes a block form of the BioMediaGREEN. Assess in the same manner as the cubes in the pre-filter cartridge as mentioned above.

8. Finalize the inspection report for analysis by the maintenance manager to determine if maintenance is required.

9 MAINTENANCE INDICATORS
Based upon the observations made during inspection, maintenance of the system may be required based on the following indicators:
 Missing or damaged internal components or cartridges.  Obstructions in the system or its inlet and/or outlet pipes.  Excessive accumulation of floatables in the pre-treatment chamber in which the length and width of the chamber is fully impacted more than 18”.
 Excessive accumulation of sediment in the pre-treatment chamber of more than 6” in depth.  Excessive accumulation of sediment on the BioMediaGREEN media housed within the pretreatment cartridges.

When media is more than 85% clogged, replacement is required. The darker the BioMediaGREEN, the more clogged it is and in need of replacement.
 Excessive accumulation of sediment on the BioMediaGREEN media housed within the drain down filter (California only - older models).
 Overgrown vegetation.

MAINTENANCE SUMMARY & EQUIPMENT LIST
The time has come to maintain your MWL. All necessary pre-maintenance steps must be carried out before maintenance occurs. Once traffic control has been set up per local and state regulations and access covers have been safely opened, the maintenance process can begin. It should be noted that some maintenance activities require confined space entry.

All confined space requirements must be strictly followed before entry into the system. In addition, the following is recommended:
 Prepare the maintenance form by writing in the necessary information including project name, location, date & time, unit number and other info (see maintenance form).  Set up all appropriate safety and maintenance equipment.  Ensure traffic control is set up and properly positioned.  Prepared pre-checks (OSHA, safety, confined space entry) are performed. o A gas meter should be used to detect the presence of any hazardous gases prior to entering the system.

If hazardous gases are present, do not enter the vault. Following appropriate confined space procedures, take steps such as utilizing a venting system to address the hazard. Once it is determined to be safe, enter the system utilizing appropriate entry equipment such as a ladder and tripod with harness.

10 The following is a list of equipment required for maintenance of the MWL:

Modular Wetlands Linear
Maintenance Form
Flashlight Access Cover Hook Ratchet
& 7/16” Socket
(if required for older pre-filter
cartridges that have two
bolts holding the lids on)
Vacuum Assisted Truck with
Pressure Washer
Replacement
BioMediaGREEN
(If Required)
(order BioMediaGREEN from Contech’s Maintenance Team members at https://www.conteches.com/maintenance)

11 MAINTENANCE INSTRUCTIONS

1. ACCESS COVER REMOVAL
Upon determining that the vault is safe for entry, remove all access cover(s) and position the vacuum truck
accordingly.

2. PRESSURE WASH SYSTEM CHAMBERS
With the pressure washer, spray down pollutants
accumulated on the walls and floors of the pretreatment and discharge chambers. Then wash any accumulated sediment from the pre-filter cartridge(s).

3. VACUUM SYSTEM CHAMBERS
Vacuum out pre-treatment and discharge chambers and
remove all accumulated pollutants including trash,
debris, and sediments. Be sure to vacuum the pretreatment floor until the pervious pavers are visible and clean. (MWL systems outside of California may or may
not have pervious pavers on the floor in the pretreatment chamber) If pre-filter cartridges require media replacement, proceed to Step 4. If not, replace the access cover(s) and proceed to Step 7.

12 4. PRE-FILTER CARTRIDGE LID REMOVAL
After successfully cleaning out the pre-treatment
chamber, enter the chamber and remove the lid(s) from
the pre-filter cartridge(s) by removing the two thumb
screws. (Older pre-filter cartridges have two bolts
holding the lids on that require a 7/16” socket to remove)

5. VACUUM EXISTING PRE-FILTER MEDIA
Utilize the vacuum truck hose or hose extension to
remove the filter media from each of the individual
media cages. Once filter media has been sucked out, use a pressure washer to spray down the inside of the
cartridge and its media cages. Remove cleaned media
cages and place to the side. Once removed, the vacuum
hose can be inserted into the cartridge to vacuum out
any remaining material near the bottom of the cartridge.

6. PRE-FILTER MEDIA REPLACEMENT
Reinstall media cages and fill with new media from the
manufacturer or outside supplier. Manufacturer will
provide specification of media and sources to purchase.

The easiest way to fill the media cages is to utilize a refilling tray that can also be sourced from the
manufacturer. Place the refilling tray on top of the
cartridge and fill with new bulk media shaking it down
into the cages. Using your hands, lightly compact the
media into each filter cage. Once the cages are full (each cartridge will hold five heaping 5gal buckets of bulk
media), remove the refilling tray and replace the
cartridge top, ensuring fasteners are properly tightened.

13 7. MAINTAINING VEGETATION
In general, the biofiltration chamber is maintenance-free with the exception of maintaining the vegetation. The
MWL utilizes vegetation similar to surrounding
landscape areas, therefore, trim vegetation to match
surrounding vegetation. If any plants have died, replace them with new ones.

8. INSPECT UNDERDRAIN SYSTEM
Each vertical under drain on the biofiltration chamber
has a removable threaded cap that can be taken off to
check for any blockages or root growth. Once removed,
a jetting attachment to the pressure washer can be used to clean out the under drain and orifice riser if needed.

9. REPLACE ACCESS COVERS
Once maintenance is complete, replace all access
cover(s)

14 REPLACING BIOFILTRATION MEDIA IF REQUIRED
As with all biofilter systems, at some point the biofiltration media will need to be replaced, either due to physical clogging or sorptive exhaustion (for dissolved pollutants) of the media ion exchange capacity (to remove dissolved metals and phosphorous). The general life of this media is 10 to 20 years based on site specific conditions and pollutant loading, so replacing the biofiltration media should not be a common occurrence. In the event that the biofiltration media requires replacement, contact one of Contech’s Maintenance Team members at https://www.conteches.com/maintenance to order new biofiltration media. The quantity of media needed can be determined by providing the model number and unit depth. Media will be provided in super sacks for easy installation.

Each sack will weigh between 1,000 and 2,000 lbs. Biofiltration media replacement can be done following the steps below:

1. VACUUM EXISTING BIOFILTRATION MEDIA
Remove the mulch and vegetation to access the
biofiltration media, and then position the vacuum truck accordingly. Utilize the vacuum truck to vacuum out all the media. Once all media is removed, use the pressure
washer to spray down all the netting and underdrain
systems on the inside of the media containment cage.

Vacuum out any remaining debris after spraying down
netting. Inspect the netting for any damage or holes. If the netting is damaged, it can be repaired or replaced
with guidance by the manufacturer.

2. INSTALLING NEW BIOFILTRATION MEDIA
Ensure that the chamber is fully cleaned prior to
installation of new media into the media containment
cage(s). Media will be provided in super sacks for easy installation. A lifting apparatus (forklift, backhoe, boom truck, or other) is recommended to position the super
sack over the biofiltration chamber. Add media in lifts to ensure that the riser pipes remain vertical. Be sure to only fill the media cage(s) up to the same level as the old media.

15 3. REPLANT VEGETATION
Once the media has been replaced, replant the
vegetation and cover biofiltration chamber with
approved mulch (if applicable). If the existing vegetation is not being reused, and new vegetation is being
planted, you will need to acquire new plant
establishment media that will be installed just below the mulch layer at each plant location. (see plan drawings for details). Contact one of Contech’s Maintenance Team
members at https://www.conteches.com/maintenance
to order new plant establishment media.

16 REPLACING DRAIN DOWN FILTER MEDIA (ONLY ON OLDER CALIFORNIA MODELS) NOTE: The drain down filter is only found on units installed in California prior to 2023 If during inspection it was determined that the drain down filter media requires replacement, contact one of Contech’s Maintenance Team members at https://www.conteches.com/maintenance to order new media.

1. REMOVE EXISTING DRAIN DOWN MEDIA
Pull knob back to unlock the locking mechanism and lift the drain down filter housing to remove the used
BioMediaGREEN filter block.

2. INSTALL NEW DRAIN DOWN MEDIA
Ensure that the chamber and housing are fully cleaned
prior to installation of new media, and then insert the new BioMediaGREEN filter block. The media filter block
should fit snugly between the chamber walls and be
centered under the filter housing. Lower the housing
over the filter block and secure the locking mechanism.

17 NOTES
_______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ _______________________________________________________________________________________________________

18 For Office Use Only
(city) (Zip Code) (Reviewed By)
Owner / Management Company
(Date)
Contact Phone ( ) _
Inspector Name Date / / Time AM / PM
Weather Condition Additional Notes
Yes
Depth:

Yes No
Modular Wetland System Type (Curb, Grate or UG Vault): Size (22', 14' or etc.):

Other Inspection Items:

Type of Inspection Routine Follow Up Complaint Storm Storm Event in Last 72-hours? No Yes Office personnel to complete section to
the left.

Inspection Report
Modular Wetlands Linear
Is the filter insert (if applicable) at capacity and/or is there an accumulation of debris/trash on the shelf system? Does the cartridge filter media need replacement in pre-treatment chamber and/or discharge chamber? Any signs of improper functioning in the discharge chamber? Note issues in comments section.

Chamber:

Is the inlet/outlet pipe or drain down pipe damaged or otherwise not functioning properly? Structural Integrity:

Working Condition:

Is there evidence of illicit discharge or excessive oil, grease, or other automobile fluids entering and clogging the unit?
Is there standing water in inappropriate areas after a dry period? Damage to pre-treatment access cover (manhole cover/grate) or cannot be opened using normal lifting pressure?
Damage to discharge chamber access cover (manhole cover/grate) or cannot be opened using normal lifting pressure?
Does the MWS unit show signs of structural deterioration (cracks in the wall, damage to frame)? Project Name
Project Address
Inspection Checklist
No Comments
Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe, bypass or cartridge filter? If yes, specify which one in the comments section. Note depth of accumulation in in pre-treatment chamber.

Is there a septic or foul odor coming from inside the system? Is there an accumulation of sediment/trash/debris in the wetland media (if applicable)? Is it evident that the plants are alive and healthy (if applicable)? Please note Plant Information below.

Sediment / Silt / Clay
Trash / Bags / Bottles
Green Waste / Leaves / Foliage
Waste: Plant Information
No Cleaning Needed
Recommended Maintenance
Additional Notes:

Damage to Plants
Plant Replacement
Plant Trimming
Schedule Maintenance as Planned
Needs Immediate Maintenance

ENGINEERED SOLUTIONS

19 For Office Use Only
(city) (Zip Code) (Reviewed By)
Owner / Management Company
(Date)
Contact Phone ( ) _
Inspector Name Date / / Time AM / PM
Weather Condition Additional Notes
Site
Map #
Comments:

Inlet and Outlet
Pipe Condition
Drain Down Pipe
Condition
Discharge Chamber
Condition
Drain Down Media
Condition
Plant Condition
Media Filter
Condition
Long:

MWS
Sedimentation
Basin
Total Debris
Accumulation
Condition of Media
25/50/75/100
(will be changed
@ 75%)
Operational Per
Manufactures'
Specifications
(If not, why?)
Lat: MWS
Catch Basins
GPS Coordinates
of Insert
Manufacturer /
Description / Sizing
Trash
Accumulation
Foliage
Accumulation
Sediment
Accumulation
Type of Inspection Routine Follow Up Complaint Storm Storm Event in Last 72-hours? No Yes Office personnel to complete section to
the left.

Project Address
Project Name
Cleaning and Maintenance Report
Modular Wetlands Linear ENGINEERED SOLUTIONS

SUPPORT
DRAWINGS AND SPECIFICATIONS ARE AVAILABLE AT WWW.CONTECHES.COM © 2024 CONTECH ENGINEERED SOLUTIONS LLC, A QUIKRETE COMPANY 800-338-1122
WWW.CONTECHES.COM
ALL RIGHTS RESERVED. PRINTED IN THE USA.

CONTECH ENGINEERED SOLUTIONS LLC PROVIDES SITE SOLUTIONS FOR THE CIVIL ENGINEERING INDUSTRY. CONTECH’S PORTFOLIO INCLUDES BRIDGES, DRAINAGE, SANITARY SEWER, STORMWATER AND EARTH STABILIZATION PRODUCTS. FOR INFORMATION ON OTHER CONTECH DIVISION OFFERINGS, VISIT CONTECHES.COM OR CALL 800-338-1122.

ModWetLinear OM Manual 03/24
NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS

SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS

AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED

WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION.

ENGINEERED SOLUTIONS

APPENDIX R: FIELD METER INSTRUCTIONS
Appendix D

Trained Contractor Personnel Log
Stormwater Management Training Log and Documentation
Project Name:

Project Number:

Stormwater Management Topic: (check as appropriate)
Erosion Control Sediment Control
Wind Erosion Control Tracking Control
Non-Stormwater Management Waste Management and Materials Pollution Control Stormwater Sampling
Specific Training Objective:

Location: Date: _
Instructor: Telephone:

Course Length (hours):

Attendee Roster (Attach additional forms if necessary)
Name Company Phone
As needed, add proof of external training (e.g., course completion certificates, credentials for QSP, QSD).

Structural BMPS
Waste Management and Materials Pollution Control
Non-structural BMPS

Pest and Fertilizer Management
All city contractors and employees involved with landscape activities must review and follow the Ventura County Application Protocol for Pesticides, Fertilizers and Herbicides. To obtain a copy, contact the City of Camarillo Storm Water Program Manager, at 805-383-5659.

If possible, a great way to manage pests is through an integrated pest management (IPM) program. It combines biological, cultural, physical and chemical tools to safely control pests. While using pesticides, it is extremely important to follow all directions on the labels to prevent misuse of the product. Ensure no banned or unregistered pesticides such as Diazinion are used or stored. Also, make sure that the pesticide chosen is proven to work on the specific plant or pest needing to be controlled.

Treatments should be made with the goal of only removing the targeted organism. There are certain times where pests are most vulnerable and it’s most effective when they are at this stage, so try to plan pesticide use at these times. If water is flowing off of the area or rain is expected, do not use pesticides as they will just be washed off and end up in the storm drain system. Also, they should only be applied when wind speeds in that area are low. If mixing is required of the pesticides, make sure to prepare them away from storm drains.

Following all label directions exactly as they say is essential to the productiveness and safety of that specific pesticide.

When using fertilizers, work them into the soils not dumping or broadcasting them onto the surface. If it is spilled on pavement or sidewalks, sweep it clean before applying irrigation water. Fertilizers or pesticides should be stored indoors or under a cover on pallets on paved surfaces. Storage facilities should be regularly inspected. Records of quantity of pesticides used per location shall be kept and forwarded to the City’s storm water program manager by June 30th each year.

This training brochure
covers BMPs in the
following areas of:
□ Landscape
Maintenance
□ Pest and
Fertilizer
Management
□ Pavement Marking
and Painting
□ Asphalt
□ Concrete
□ Spill Prevention and
Control (Mandatory)
□ Illicit Discharge
Prevention &
Reporting
□ Graffiti
Abatement
□ Building
Maintenance
Landscape Maintenance
When completing landscape maintenance, there are many guidelines to follow to ensure there is no run-off of materials into the storm drain system. When conducting mechanical or manual weed control, avoid loosening the soils and risking erosion. If soil is exposed, use mulch or other erosion controls. Vegetation and clippings are to be kept out of the storm water drainage system. When fueling landscape equipment, do so away from drain inlets.

If materials are temporarily being stockpiled, place them away from storm drains, berming or covering and placing them on pallets to ensure the clippings and prunings do not find their way in the system. If brush cuttings are not chipped, they need to be transported back to the maintenance facility to dispose of correctly. Composting or recycling the landscape waste is ideal.

Remember: Don’t sweep or hose landscape debris into the street where it can end up travelling into our catch basins.
1 A storm drain system is defined as a conveyance including streets, catch basins, curbs, gutters, ditches, channels, or storm drains.

C i t y o f C a m a r i l l o - S t o r m Wa t e r D i v i s i o n

CONTRACTOR TRAINING
Per the City’s NPDES Permit (order 2021-0105) all city contract employees shall be trained on the overall Storm Water Management Program. Contractor shall train employees on the following mandatory, applicable Best Management Practices (BMPs).
,

Spill Prevention and Control
Preventing and Controlling spills are mandatory in any contractor activity. All contractors should have an emergency spill cleanup plan and materials ready and available. Procedures to prevent spills to storm drain systems1 should be developed as well as developing reporting procedures, containment, storage and disposal activities, documentation, and follow-up procedures. Liquid materials should be stored or contained in a manner that if the container should rupture, the contents of it will not discharge, flow, or be washed into the storm drain system. Containers should be checked daily for leaks and spills and replaced if corroded or leaking. If the liquid is oil, gas or other material that separates from and floats on water, install a spill control device in the catch basins that could collect run-off from the container.

Leaks and spills are to be cleaned up immediately. A stockpile of cleanup materials should be placed where it could be easily accessed. When cleaning up spills on paved surfaces, use as little water as possible. A rag should be used for small spills, a damp mop for general cleanup, and absorbent material for larger spills. If the spill is hazardous, then used cleanup materials should be sent to a certified facility since they are now hazardous. When cleaning up dry materials, use brooms, shovels, sweepers, or plows. Never hose down or bury dry spills. Sweep up the material and dispose of it properly. For chemical cleanups, use absorbents, gels, and foams. When larger spills occur, a private spill cleanup company may be necessary.

Pavement Marking
and Painting
When transporting paint and materials, be sure that
the containers are secured and tied down to the
vehicle. Develop handling procedures for the appropriate use, storage and disposal of the paints.

Drop cloths and drip pans in paint mixing areas
should be provided. Testing and inspecting spray
equipment prior to starting is key to make sure they
function correctly and do not leak. Also before
starting, tighten hoses and connections and when
filling the paint container, do not overfill. Transferring, loading or testing paint and materials should be done away from storm drain inlets. When using
spray equipment, monitor the weather and wind2.

Put protection on the inlets in the area if there is a
possibility of spill reaching them1.

Using water based paints is recommended whenever possible. If paints are to be kept for the next job, ensure that they are stored properly in leak proof containers preferably with secondary containment and if they are to be thrown away, handle their disposal in the correct manner. Before disposing of a product’s container, use the entire product. All secondary containers should be labeled appropriately. When pavement marking, make sure application equipment is maintained properly. Street sweep the thermoplastic grindings. Yellow grindings may contain lead, so special handling may be required. 2 1
Storm Drain Inlet Protections: Install sand or gravel bags and filter fabric at all susceptible storm drain inlets and at manholes to prevent spills into inlet.
2 Remember: Most activities that may produce pollutants when exposed to rainwater should be scheduled during dry weather and not when probability of precipitation is 50% or greater. 3 Do not stockpile materials in or near storm water drainage system. Protect stockpiles with a cover or sediment barriers.

Asphalt
All asphalt activities should be conducted in dry weather conditions2. When cleaning materials, do so over absorbent pads, drip pans, plastic sheeting or other materials to ensure all spillage is captured. Liquid wastes should be collected in a container and have a secure lid, and solid waste should be vacuumed or swept up and secured in the right container.

Both should be transported back to the maintenance facility and recycled, reused or disposed of correctly. To protect drain inlets from potential spills, take the necessary precautions1. When using the roller or evaporative cooling of asphalt, minimize the water usage. Also, be sure to stockpile materials correctly so they do not find their way into the storm drains3 . Before haul-off to a storage site, cover loads with tarp and don't overload the trucks. When doing emergency pothole repairs, apply the same precautions. However, it is not restricted by rain events. The “cold-mix” asphalt stockpile should be stored on a pallet and covered with a protective sheeting.

Concrete
When conducting concrete activities, schedule them for
dry weather conditions2. Stored materials should always be kept under cover, on pallets and away from any drainage areas3 . If cement bags are open, secure them appropriately. Wind-blown cement powder needs to be kept away from gutters, streets, storm drains, rainfall and runoff.

Prior to the breaking up of concrete, make sure to take measures necessary to protect any nearby storm drain
inlets1. When mixing concrete, only mix the required
amount for that job. Leftovers should be returned to the transit mixer and small amounts of hardened excess material should be thrown in the trash. When making saw cuts, use as little water as possible and be sure to
vacuum up excess. Use sandbags, straw bales, or
gravel dams to contain the slurry and then remove it from site once the liquid from it drains or evaporates.

Concrete trucks should be washed off site or in designated areas on site to prevent the discharge of wash water into the storm drains. The equipment should be cleaned
over absorbent pads, drip pans, plastic sheeting or other materials to capture all spillage. At the end of the day, job sites must be clean. Never wash down work areas, use a
sweeper or dry cleanup methods.

Illicit Discharge Prevention & Reporting
An illicit discharge is any activity or event that results in a release, flow, spill, escape or disposal of any material other than rainwater into the storm drain system. To report an illegal discharge or if you have an accidental discharge to the storm drain system, please notify the City via the Street Division at 388-5338. The Street Division will dispatch the appropriate city personnel and/or fire department depending on the type of material discharged.

Remember: nothing but rainwater may be discharged to a storm drain. It is illegal, as well as harmful, to allow wastes, wash water, cleaning agents or material of any kind into the storm drain system.

Graffiti Abatement
As with most activities, schedule graffiti removal for
dry weather2. Prior to removing (especially if sandblasting), nearby storm drain inlets must be protected properly1. Run-off from the sandblasting or high pressure washing may be directed into a nearby landscape or dirt area.

When using a pressure washer containing a cleaning
compound, the resulting wash water must be captured by blocking the nearby storm drains and vacuuming or pumping it to the sanitary sewer. The water used cannot enter storm water drain system. Nontoxic chemical or waterless methods are ideal for graffiti removal.

Paint used for covering up the graffiti should be secured when transporting so spills do not occur.

If paint needs to be
mixed, do so in an
area away from drain
inlets. Graffiti removal
products should be
pre-approved before
they are used.
3 BMP Municipal Handbook Table 2-4 Field Program Activities and Associated Potential Pollutants Field Programs Activities
Potential Pollutants
Roads, Streets, and Highways
Operation and Maintenance
Sweeping and Cleaning X X X X X
Street Repair, Maintenance, and
Striping/Painting X X X X X
Bridge and Structure Maintenance X X X X X
Plaza, Sidewalk, and Parking
Lot Maintenance and Cleaning
Surface Cleaning X X X X X
Graffiti Cleaning X X X X
Sidewalk Repair X X
Controlling Litter X X X X X
Fountains, Pools,
Lakes and Lagoons
Maintenance
Fountain and Pool Draining X X
Lake and Lagoon Maintenance X X X X X X
Landscape Maintenance
Mowing/Trimming/Planting X X X X X X
Fertilizer & Pesticide Management X X X
Managing Landscape Wastes X X X
Erosion Control X X
Waste Handling and
Disposal
Solid Waste Collection X X X X X X X
Waste Reduction and Recycling X X X
Household Haz. Waste Collection X X X X X
Controlling Litter X X X X X
Controlling Illegal Dumping X X X X X X
Water and Sewer
Utility Operation and Maintenance

Water Line Maintenance X X X
Sanitary Sewer Maintenance X X X X
Spill/Leak/Overflow Control, Response, and Containment X X X X X Sediments Nutrients Trash Metals Bacteria Oil and Grease Pesticides Oxygen Demanding Substances
Organics
Building Maintenance
Preventing storm drain discharges from regular building maintenance activities is also very important. When cleaning, use nontoxic chemicals whenever possible as well as cleaning agents that could be recycled. To clean sidewalks, parking lots, etc., use dry cleaning methods to minimize cleaning with water, such as sweeping and collecting debris and trash and correctly disposing them.

Sidewalk rinsing could only be done with the use of high pressure and low volume of water with no additives using an average of

0.006 gallons per square foot of surface area to be rinsed. Any waste from the activity must then be collected and properly and legally disposed of. Do not hose sidewalks or streets with a pressure nozzle on a garden hose.

Provide trash cans in areas where there are a lot of pedestrians and clean them out regularly so they are sure to not leak or overflow. Posting “No Littering” signs is an effective measure to prevent littering too.

Water fountain maintenance also has regulations that are mandatory to follow. Do not use copper-based algaecides, algae can be controlled by chlorine or other alternatives, like sodium bromide.

When draining a fountain, haul away water or drain to landscape area once chlorine has dissipated. Wash water shall be vacuumed or pumped and disposed of properly, not discharged to storm drain.

Remember: Never clean a filter in the street.

Name Company Phone
Trained Contractor Log
All City employees and contractors (whose interactions, jobs and activities affect stormwater quality) must be trained on Storm Water Pollution Prevention Controls and illicit discharge prevention and reporting annually. A copy of the training log shall be forwarded to the City of Camarillo Stormwater Program Manager, 601 Carmen Dr. Camarillo CA 93010, 805-383-5659.

Storm Water Management Training Log for Contractors
Contractor Name: ________________________________________________________________ Type of Contract or Service Provided:________________________________________________ City Dept. Rep. Contractor Reports to: _______________________________________________ Date of Training: _______________________
Instructor: ____________________________ Telephone: ___________________________ Storm water quality training was provided on illicit discharge prevention & reporting as well as non-storm water management, erosion controls, waste management and materials pollution control, and spill prevention related to the following categories: (check as appropriate and enter name, company & phone below).  Vehicle/equip. maint.  Illicit Discharge Prevention & Reporting

 Graffiti Abatement  Good Housekeeping & Bldg. Maint.  Pavement Marking and Painting  Storm Drain & Ditch Maintenance  Asphalt Use  Safety Concerns during storm drain & stormwater treatment device cleaning

 Concrete Use  Landscape Maintenance
 Spill Prevention & Cleanup  Pest & Fertilizer Mgmt. & Integrated Pest Mgmt.

Comments:
___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________

APPENDIX R: FIELD METER INSTRUCTIONS
Appendix E

City of Camarillo
Department of Public Works R E V I S E D February 24, 2020 SUBJECT: STANDARD OPERATING PROCEDURES FOR

HAZARDOUS MATERIALS SPILLS OR CONTAINERS OF UNKNOWN SUBSTANCES

ON PUBLIC RIGHT-OF-WAY
The following is a summary of the standard operating procedures when responding to a report of a hazardous material spill on public right-of-way. For the City of Camarillo’s full procedure, please refer to Section 6.0 of the City’s Site Emergency Response Plan.

1. When arriving at the scene of a spill of an unknown substance, be very cautious. Do not get near any suspicious substance.

2. Contact Unit 3 or call the Ventura County Fire Protection District via 911 or 388-4279. The Fire Department will determine if the Hazardous Material Response Team is necessary.

3. Contact the following personnel.* If the first person on the list cannot be reached, go down the line. a. Assistant Street Superintendent, 383-5639; 823-3965
b. Street Superintendent; 388-5378; 405-7532
c. Public Works Director; 383-5642
d. City Manager; 388-5307
*If discharge to Storm Drain, also contact Stormwater Program Manager (Jessica Ouellette at 805-383-5659 or 805-402-0344). A copy of all spill reports (hazardous or nonhazardous) should be given to Stormwater Program Manager for the city’s mandated database.

4. Cordon off area and notify the Camarillo Police Department (see below).

5. Put on appropriate PPE (hand & eye protection is required at a minimum)

6. Protect any adjacent storm drain inlets from the spill or cleanup operations with sand bags, straw waddles and/or absorbent.

7. If the Fire Department’s Hazardous Materials Response Team identifies the material as hazardous, they will notify Environmental Health. Once directed to have material removed either by the Hazmat team or Environmental Health, contact a hazardous material hauler (see list of haulers below). Instruct the waste hauler that we have a hazardous material and provide them with the city’s hazardous waste disposal number (listed below).

8. Keep the area secure until the material has been completely removed. The hazardous waste hauler will analyze and determine what the material is and dispose of it at the proper location. The hazardous waste hauler will also complete the necessary manifest. Insure manifest and a report of the incident are given to your supervisor for forwarding to appropriate personnel for completion of the Prop. 65 form.

9. If the Fire Department determines the material to be nonhazardous, place it in secondary containment and transport it safely back to the City Corporation yard for storage with hazardous wastes until disposed of or recycled. Label and date the container and submit a report to the appropriate supervisor by the next business day so arrangements can be made for waste disposal.

IMPORTANT INFORMATION:

Hazardous Waste Disposal Number CAL000062673 effective 2/92 CAL000135881-Spills related to Sanitary District
Ventura County Fire Protection District To Report A Spill 911/388-4279 Dispatch (Non-Emergency): 388-4279 Non-emergency line (station 50) 383-6405 Ventura County Environmental Health Dept. After hrs. emergency # 320-6244 654-2813 Ventura County Watershed Protection Dist For spills in VCWPD channels For spills onto VC Road/earthen ditch
662-6882
672-2131
County of Ventura Illicit Discharge Hotline For spills in County Unincorporated area
650-4064
California Office of Emergency Services-OSPR Fire Dept. may take care of notification 800-852-7550 California Department of Fish & Wildlife (if material in waterway)- OSPR
Fire Dept. may take care of notification
San Diego Office (Reg. 5) Non-emerg.
800-852-7550
916-445-0411
California Regional Water Quality Control Bd.-Los Angeles (If material in waterway) Fire Dept. may notify 213-576-6600 Camarillo Police Dept. Emergency 911
Non-emergency line 388-5100
List of Potential Hazardous Materials Haulers List of Non-Hazardous Material Haulers *Black Gold Industries (Oxnard) 805-981-4616;432-2447 PW Environmental 800-231-4677 Patriot Env. Svcs (Ventura) 805-921-1112/800-624-9136 Farmer John Pumping 644-7755/657-5138 Ocean Blue Env.

Chris Anguiano Cell
800-990-9930
562-235-7472
Ocean Blue Env.

Chris Anguiano cell
800-990-9930
562-235-7472
Clean Harbors (Compton, Rancho Dom) 800-645-8265 *VCWPD may also contract with these 2 haulers *ECI (Ecology Control Industries-Torrance) 805-648-5123 Copy to: Stormwater, Sanitation, Water, & Code Compliance Divisions & City of Camarillo’s Answering Service Keep copy in city vehicles

Project No. ST-5006, CML-5393(036)
Appendices
APPENDIX D – STORM WATER

3. Final Drainage Memorandum

May 2025

May 2025

May 2025

May 2025

KHA Project No. 099886002 Page 4 May 2024
top width of approximately 8 feet, side slopes of 2:1, depth of 1.5 feet, and longitudinal slope of approximately 0.4%.

Tributary areas to the roadside ditches are the respective half roadways along Pleasant Valley Road.

As the adjacent land to the north of Pleasant Valley Road slopes generally southwesterly, the north side ditch receives runoff from the north side row crops. The land adjacent to the south side ditch generally slopes away from the ditch (southwest) and is not a tributary area, thus the only area tributary to the south side ditch is the south roadway half of Pleasant Valley Road.

3.2.2 PROPOSED CHANNEL CONDITIONS
In the proposed condition, the original crowned road will be regraded to slope towards the northern ditch. The southern ditch will be removed to accommodate the widening for the bicycle lanes and buffers. To meet the existing conditions, the northern channel will be redeveloped to meet the combined capacities of the existing northern and southern ditches.

The northern ditch configuration was designed to maximize flow capacity to the existing conditions while minimizing encroachment; this modified ditch section has an earthen bottom width of 3 feet, flow depth of 3 feet, zero freeboard, longitudinal slope between 0.2% and 1.4%concrete side slopes of 1:1, and has a peak flow of 101 cfs. This configuration has a top width of 9 feet, minimizing and eliminating encroachment onto private property. Furthermore, this modified ditch section has the equivalent flow capacity as in the total current existing conditions (100 cfs).

TABLE 2. CHANNEL SUMMARY
Conditions Ditch Bank
Material
Bottom
Material Manning’s n
Ditch
Capacity
[cfs]
Total [cfs]
Existing North Earthen Earthen 0.03 95
100
Existing South Earthen Earthen 0.03 5
Proposed North Concrete Earthen 0.02 101 101

3.2.3 CATCH BASIN SIZING
The calculated peak flows from the proposed conditions analyses discussed earlier were used to size the catch basins with Bentley’s FlowMaster software. The 10-year peak flows were calculated using the Rational Methodology. See Appendix C for the curb inlet sizing.

3.2.4 WATER QUALITY
Nine (9) modular wetland systems are proposed to treat water to the maximum extent feasible within the project limits per green street design requirements. All proposed inlets are connected to the Modular Wetlands which have a standard settlement chamber built in for trash and sediment control. The modular wetlands pick up runoff from the roadway and discharge into the proposed concrete roadside channel.

May 2025

May 2025

May 2025

Project No. ST-5006, CML-5393(036)
Appendices
APPENDIX E – PREVAILING WAGE RATES

1. Federal Prevailing Wage Rates (See Contract)
a. Available at https://sam.gov/content/home

2. State Prevailing Wage Rates
a. For current rates go to the California Department of Industrial Relations webpage at the following:
https://www.dir.ca.gov/dlsr/DPreWageDetermination.htm

Project No. ST-5006, CML-5393(036)
Appendices
APPENDIX F – RIGHT OF WAY

1. Permits to Enter

May 19, 2025

Project: City of Camarillo – Pleasant Valley Road Bike Lane Owner: JJM Camarillo Ranch LLC et al.

Assessor’s Parcel Number: 229-0-020-095
_

PERMIT TO ENTER
(To City of Camarillo)
JJM Camarillo Ranch, LLC (“Grantor”) hereby grants permission to the City of Camarillo, a municipality of the State of California (“City”) to enter upon Grantor’s property located on Pleasant Valley Road, known as Ventura County APN 229-0-020-095 for activities related to the Pleasant Valley Road Bike Lane Project (“Project”).

This Permit to Enter is granted to the City and its authorized agents to enter upon Grantor's property within that certain area as shown on Exhibit "A," attached hereto and made a part hereof by this reference, relating to the installation of a bike lane to be constructed within existing public right of way.

This Permit to Enter is granted to the City for the purposes of conforming Grantor’s property frontage adjacent to Pleasant Valley Road to a grade that will match the Project improvements.

It is agreed by and between the parties hereto that the City’s right to use Grantor’s property shall commence on July 1, 2026 and terminate on July 1, 2027.

City will provide Grantor with thirty (30) days’ notice prior to the start of the Project’s construction.

City agrees to indemnify and save Grantor harmless from any and all liability to, or claim of, any person or entity resulting from City and City’s authorized agents entry and operations upon Grantor’s property for the purposes authorized herein.

This permission is granted in consideration of the location, improvement, and construction of the Project.

The undersigned warrants that in granting this Permit to Enter they are authorized to act on behalf of all parties having any ownership or possessory interests in Grantor’s property for the purposes of granting the access rights authorized herein, and that by signature hereon, all such parties have consented to this Agreement.

Grantor: JJM Camarillo Ranch, LLC
______________________________ ______________________________ Name: Date
Title:

Accepted By: City of Camarillo (“City”)
By _______________________________ ____________________________ Name: David Klotzle Date
Title: Director of Public Works
John D Menne
Managing Member
7/3/2025
8/29/2025

Project: City of Camarillo – Pleasant Valley Road Bike Lane Owner: Pleasant Valley East, LLC
Assessor’s Parcel Number: 229-0-020-105
_

PERMIT TO ENTER
(To City of Camarillo)
Pleasant Valley East LLC (“Grantor”) hereby grants permission to the City of Camarillo, a municipality of the State of California (“City”) to enter upon Grantor’s property located on Pleasant Valley Road, known as Ventura County APN 229-0-020-105 for activities related to the Pleasant Valley Road Bike Lane Project (“Project”).

This Permit to Enter is granted to the City and its authorized agents to enter upon Grantor's property within that certain area as shown on Exhibit "A," attached hereto and made a part hereof by this reference, relating to the installation of a bike lane to be constructed within existing public right of way.

This Permit to Enter is granted to the City for the purposes of conforming Grantor’s property frontage adjacent to Pleasant Valley Road to a grade that will match the Project improvements.

It is agreed by and between the parties hereto that the City’s right to use Grantor’s property shall commence on July 1, 2026 and terminate on July 1, 2027.

City will provide Grantor with thirty (30) days’ notice prior to the start of the Project’s construction.

City agrees to indemnify and save Grantor harmless from any and all liability to, or claim of, any person or entity resulting from City and City’s authorized agents entry and operations upon Grantor’s property for the purposes authorized herein.

This permission is granted in consideration of the location, improvement, and construction of the Project.

The undersigned warrants that in granting this Permit to Enter they are authorized to act on behalf of all parties having any ownership or possessory interests in Grantor’s property for the purposes of granting the access rights authorized herein, and that by signature hereon, all such parties have consented to this Agreement.

Grantor: Pleasant Valley East LLC
______________________________ ______________________________ Name:

Title: Date
Accepted By: City of Camarillo (“City”)
By _______________________________ ____________________________ Name: David Klotzle Date
Title: Director of Public Works
John D Menne
Managing Member
7/3/2025
8/29/2025

Project No. ST-5006, CML-5393(036)
Appendices
APPENDIX G – GEOTECHNICAL REPORT

1. Geotechnical Report

OAKRIDGE GEOSCIENCE, INC.

GEOTECHNICAL REPORT
ST-5006 PLEASANT VALLEY ROAD

BIKE LANES
CML-5393(036)
Prepared for:

Kimley-Horn and Associates, Inc.

May 2020
Project No. 007.002

PO Box 2540, Camarillo, California 93011
www.Oakridgegeo.com
805-603-4900
A DBE/SWBE/SBE Certified Firm
May 21, 2020
Project No. 007.002
Kimley-Horn and Associates, Inc.
21820 Burbank Blvd., Suite 230
Woodland Hills, California 91367
Attention: Mr. Robert Blume, PE
Subject: Geotechnical Report, ST-5006 Pleasant Valley Road Bike Lanes CML-5393(036), Camarillo, California
Dear Mr. Blume:

Oakridge Geoscience, Inc. (OGI) is pleased to provide this geotechnical report to KimleyHorn for the City of Camarillo’s ST-5006 Pleasant Valley Road Bike Lanes CML-5393(036) project. This proposal presents our understanding of the project based on information in the City’s request for qualifications (RFQ) dated March 7, 2018 and review of Kimley-Horn’s project approach provided in an email dated September 10, 2018.

The scope of geotechnical services provided for the project was performed in general accordance with our proposal dated September 17, 2018 and consisted of data review, field exploration and infiltration testing, laboratory testing, geotechnical evaluation, and preparation of this letter report. Authorization was in the form of receipt of a fully executed Standard Agreement for Professional Services dated July 29, 2019. We note that Task 5 (Aerially Deposited Lead Testing) of our proposed scope of work was not performed by OGI, but rather was performed by an environmental subconsultant to Kimley-Horn and Associates, Inc.

Closure
Thank you for the opportunity to provide geotechnical engineering services to Kimley-Horn for the City of Camarillo’s Pleasant Valley Road Bike Lane Project. If you have any questions regarding information presented in this report, please call.

SINCERELY,
OAKRIDGE GEOSCIENCE, INC.

Lori E. Prentice, CEG
President
Rory “Tony” Robinson, PE, GE
Principal Geotechnical Engineer
Copies Submitted: (1 electronic copy (pdf) via email)

Kimley-Horn and Asociates, Inc.

Project No. 035.006
i
OAKRIDGE GEOSCIENCE, INC.

CONTENTS
Page

1.0 PROPOSED PROJECT ........................................................................................... 1

2.0 PURPOSE AND WORK SCOPE.............................................................................. 1

2.1 Data Review and Project Coordination............................................................ 1

2.2 Field Exploration .............................................................................................. 1

2.2.1 Drill Holes............................................................................................. 1

2.2.2 Infiltration Testing................................................................................. 2

2.3 Laboratory Testing........................................................................................... 2

2.4 Geotechnical Evaluation and Reporting .......................................................... 2

3.0 FINDINGS................................................................................................................. 2

3.1 Site Conditions................................................................................................. 2

3.2 Summary of Pavement Observations .............................................................. 3

3.3 Earth Materials and Laboratory Test Results .................................................. 3

3.3.1 General ................................................................................................ 3

3.3.2 Earth Materials Encountered Along PVR............................................. 3

3.3.3 Earth Materials Encountered at Infiltration Locations .......................... 5

3.3.4 Soil Probing in Base of Drainage Ditch................................................ 5

3.4 Groundwater Conditions .................................................................................. 5

4.0 INFILTRATION EVALUATION ................................................................................. 6

4.1 Background...................................................................................................... 6

4.2 Methodology .................................................................................................... 6

4.3 Infiltration Evaluation ....................................................................................... 7

4.4 Estimated Corrected Infiltration Rates ............................................................. 8

5.0 CONCLUSIONS AND RECOMMENDATIONS ........................................................ 9

5.1 Summary of Site Conditions ............................................................................ 9

5.2 Proposed Improvements.................................................................................. 9

5.3 Site Grading...................................................................................................10

5.3.1 General Site Clearing and Grubbing..................................................10

5.3.2 Subgrade Preparation........................................................................10

5.3.3 Fill Material Selection.........................................................................11

5.3.4 Dewatering.........................................................................................11

5.3.5 Fill Placement and Compaction .........................................................11

5.4 Foundation Design.........................................................................................12

5.4.1 Shallow Foundation Design ...............................................................12

5.4.2 Allowable Bearing Pressure...............................................................12

5.4.3 Minimum Embedment Depth and Width ............................................12

5.4.4 Lateral Bearing Pressures ................................................................. 12

5.4.5 Lateral Loads for Buried Structures ...................................................13

5.4.6 Static Settlements ..............................................................................14

Kimley-Horn and Asociates, Inc.

Project No. 035.006
ii
OAKRIDGE GEOSCIENCE, INC.

CONTENTS - CONTINUED
Page

5.5 Construction Considerations..........................................................................14

5.5.1 Excavation Conditions .......................................................................14

5.5.2 Temporary Slopes and Excavations ..................................................14

5.5.3 Permanent Slopes .............................................................................15

5.6 Asphalt Concrete Pavement Design..............................................................15

5.7 Soil Chemistry and Corrosion ........................................................................15

5.7.1 Test Results .......................................................................................15

6.0 LIMITATIONS.........................................................................................................16

6.1 Report Use.....................................................................................................16

6.2 Hazardous Materials......................................................................................16

6.3 Local Practice ................................................................................................16

6.4 Plan Review...................................................................................................17

6.5 Construction Monitoring.................................................................................17

7.0 REFERENCES.......................................................................................................19 PLATES
PLATE 1 SITE LOCATION MAP
PLATE 2 EXPLORATION LOCATION MAP

APPENDICES

APPENDIX A FIELD EXPLORATION

APPENDIX B LABORATORY TESTING

APPENDIX C INFILTRATION TESTING

Kimley-Horn and Asociates, Inc.

Project No. 035.006
1 OAKRIDGE GEOSCIENCE, INC.

1.0 PROPOSED PROJECT
The project consists of new bike lanes along an 8,700-foot-long section of Pleasant Valley Road (PVR) between Las Posas Road and East Fifth Street. The eastern 1,500 feet of the alignment from Southfield Road to East Fifth Street is improved on the north side of PVR with a parking lane and curb and gutter. West of Southfield Road to Las Posas Road, a distance of about 7,200 feet, PVR is a two-lane road without shoulders. There is an existing drainage ditch along the northern shoulder of the road that is about four- to five-feet deep and about 10- to 13- feet wide. The drainage has numerous concrete culvert-type crossings for residential and agricultural access to the north. Additionally, power/utility poles are located in the northern bank of the drainage and large power poles are located along the southern side of PVR.

2.0 PURPOSE AND WORK SCOPE
The purpose of the geotechnical study is to evaluate the subsurface materials and provide geotechnical recommendations for the bike path improvements along PVR between Las Posas Road and Southfield Road.

The scope of services provided for the project consists of data review, utility coordination, field exploration and infiltration testing, laboratory testing, geotechnical evaluation, and preparation of this report. Task 5 (Aerially Deposited Lead [ADL] Testing) of our proposed scope of work was not performed by OGI; the ADL testing was performed separately by an environmental subconsultant to Kimley-Horn and Associates, Inc.

2.1 DATA REVIEW AND PROJECT COORDINATION
We reviewed readily available published geologic and geotechnical data from online sources and data provided to us to aid in our understanding and evaluation of the site conditions.

Prior to field exploration, we performed a site reconnaissance to locate and mark the exploration locations for coordination with Underground Service Alert and City staff and we applied for an encroachment permit from the City for the exploration work within PVR. Based on review of the project plans provided to us, the drainage ditch is within the City’s right-of-way, therefore, permitting from Ventura County was not required for the infiltration testing within the northern drainage.

2.2 FIELD EXPLORATION

2.2.1 Drill Holes
Six drill holes were advanced at about 1,000- to 1,400-foot intervals along PVR between Las Posas Road and Southfield Avenue in the westbound lane near the locations shown on Plate

2. The drill hole locations were originally planned to be alternated between the east and westbound lanes, however, utility conflicts and overhead powerlines on the eastbound side of PVR limited exploration to the westbound lane. The drill holes were advanced to depths of about 10 feet by S/G Drilling of Lompoc, California using a CME-85 equipped with 8-inch-diameter hollowstem augers. Southern California Gas Company required the upper five feet of each drill hole be advanced using a hand auger due to the proximity of the drill holes to the gas line located along the northern edge of the westbound pavement. The drilling was conducted under laneclosure provided by Total Barricade Service of Oxnard in general accordance with traffic control plans approved by the City.

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Relatively undisturbed and bulk samples were collected from each drill hole for laboratory testing. Our field geologist logged the recovered samples in general accordance with ASTM D2488 for visual soil classification. The field soil descriptions were modified based on the results of the laboratory testing performed for this study. The drill hole logs are provided in Appendix A.

Following completion at each location, each drill hole was backfilled with the cuttings mixed with Portland cement to create soil cement, tamped during backfill, and the pavement patched with quickset cement dyed black.

2.2.2 Infiltration Testing
Infiltration testing was performed at two locations (Plate 2) within hand auger holes advanced to depths of about two feet within the northern drainage ditch to evaluate the infiltration rate within the ditch (logs provided in Appendix A). The testing was performed in general accordance with the procedures outlined in the County of Ventura Low Impact Development Standards Manual (2018) and the Guidelines for Stormwater Infiltration Testing (County of Los Angeles, 2017). The hand auger logs are provided in Appendix A and the results of the infiltration testing are provided in Appendix C.

2.3 LABORATORY TESTING
The geotechnical laboratory testing program for the project consisted of moisture/density relationships, grainsize, plasticity, maximum density, limited corrosion testing, and R-value. The results are presented on the drill hole logs (Appendix A) and in Appendix B.

2.4 GEOTECHNICAL EVALUATION AND REPORTING
This geotechnical report provides the following:
• Summary of pavement profiles and soil types encountered in the exploration locations; • Geotechnical laboratory test results;
• Geotechnical recommendations for the concrete channel slope improvements and asphalt pavement improvements;
• Summary of pavement conditions based on observations; and • Evaluation of infiltration rates per County of Ventura and County of Los Angeles Guidelines.

3.0 FINDINGS

3.1 SITE CONDITIONS
The project area is located in the Oxnard Plain, a large, relatively flat-lying coastal plain formed primarily by deposition of sediments from the Santa Clara River and Calleguas Creek.

Review of topographic mapping by the US Geological Survey indicates the topography in the project area slopes very gently to the southwest and the general PVR road alignment pre-dates the 1905 topographic survey. The two-lane PVR alignment trends east-west in the project area and has an about four- to five-foot deep and about 10- to 13-foot wide existing drainage ditch along the northern shoulder of the road with numerous concrete culvert-type crossings for

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residential and agricultural access to the north. The drainage ditch has an earthen bottom and unprotected earthen banks. Based on our observations, the banks have been eroded by runoff from the adjacent PVR and agricultural areas and by flow within the drainage. The lower one- to two feet of the drainage banks are commonly eroded to near vertical along the length of the drainage alignment and there are common very steep to near vertically eroded sections of the banks along the alignment that extend from the drainage bottom to near the road surface; the steep erosional features are commonly associated with the abutment areas of the culvert-type crossings. Additionally, common rodent burrows were observed in the earthen bank areas.

A smaller drainage ditch is located along the southern side of PVR in the western portion of study area that is about 18 inches to two feet deep with a soil bottom and shallow slopes.

Additionally, a Southern California gas line is located along the northern shoulder of PVR and power/utility poles are located in the northern bank of the northern drainage and large power poles are located along the southern side of PVR.

3.2 SUMMARY OF PAVEMENT OBSERVATIONS
Between Las Posas Road (Sta. 0+00) and about Sta 5+00, the pavement is in poor condition with common transverse and longitudinal cracks, block cracking, and alligator cracking.

East of about Sta. 5+00 to Sta. 72+00 (Southfield Road), there are common wheel path depressions in both the east- and westbound lanes, including areas where wheel path repairs appear to have been made previously that have reappeared. Wheel path depressions are indicative of settlement of the foundation soils or improper construction. Additionally, longitudinal cracking is located in the eastbound lane about one-foot south of the pavement from about Sta. 35+00 to about Sta. 58+00. The longitudinal cracking may be related to a construction joint.

Overall, the pavement surface is worn and rough to very rough.

3.3 EARTH MATERIALS AND LABORATORY TEST RESULTS

3.3.1 General
Published geologic mapping by Dibblee (1990) indicates the PVR alignment is underlain by alluvial deposits of sand, silt, and clay. The USDA indicates the majority of the PVR alignment is mapped as hydrologic Soil Group C with very low to low infiltration rates. USDA Soil Group C corresponds to Ventura County Soil Types 2 and 3 that are not considered suitable for infiltration without site specific infiltration testing demonstrating acceptable infiltration levels.

3.3.2 Earth Materials Encountered Along PVR
Earth materials encountered by our field exploration along PVR consisted of artificial fill materials associated with roadway construction and alluvial sediments to the depths explored (10 feet). Descriptions of soil conditions presented herein are based on visual classification of samples obtained from our field exploration combined with the results of laboratory testing.

As noted previously, Southern California Gas Company required the upper five feet of each drill hole be advanced using a hand auger due to the proximity of the drill holes to the gas line located along the northern edge of the westbound pavement. Due to the requirement to advance the drill holes by hand in the upper five feet, driven samples and blowcounts are not available in those intervals.

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Artificial Fill. The artificial fill materials encountered at the exploration locations consisted of asphalt concrete, sandy gravel base materials, and silty sand with gravel, and sand with gravel interpreted as subbase materials. The pavement profiles were underlain by clay, sandy clay, and clayey sand interpreted to have been disturbed as part of the road construction process. The moisture contents ranged from 12 to 19 percent and the fines contents ranged from 47 to 58 percent for the tested materials.

The pavement profile encountered at each of the exploration locations is summarized in the following table.

Table 1. Summary of Pavement Profiles
Drill Hole
Number
Asphalt
Thickness
(in.)
Base
Thickness
(in.)
Base Materials
Subgrade Materials
DH-1 9
4 Base: Sandy GRAVEL (GP)
7 Subbase: Silty SAND (SM) with Gravel
DH-2 10
3 Base: Sandy GRAVEL (GP)
5 Subbase: Silty SAND (SM) with Gravel
DH-3 7
2-1/2 Base: Sandy GRAVEL (GP)
8-1/2 Subbase: SAND (SP) with Gravel
DH-4 7-1/2 -- Base: None apparent
10-1/2 Subbase: SAND (SP) with Gravel
DH-5 8
3 Base: Sandy GRAVEL (GP)
7 Subbase: Clayey SAND (SC) with Gravel
DH-6
8 (fabric encountered at
depth of about 4 in.)
4 Base: Sandy GRAVEL (GP)
18 Subbase: Silty SAND (SM) with Gravel
NOTE: All locations advanced in the westbound lane.

Alluvium. Materials interpreted as alluvial sediments were encountered beneath the artificial fill materials. The sampled alluvial material consisted primarily of clayey (cohesive) sediments with lesser amounts of fine sand (granular). As indicated on the logs in Appendix A, the sampled materials consisted clay, clay with sand, sandy clay, sandy clayey silt, clayey sand, and silty sand.

Blowcounts within the cohesive (clayey) materials ranged from two to 11 blows per foot (bpf) indicating the sampled cohesive sediments are soft to stiff. Blowcounts within the granular (sandy) materials ranged from three to five bpf, indicating the sampled granular sediments are very loose to loose.

The results of a compaction test performed on a sample of clayey alluvial sediments indicate a maximum density of 107 pounds per cubic foot at an optimum moisture content of 18

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percent. The results of moisture and density determinations indicate dry densities ranging from 90 to 109 pcf at moisture contents ranging from 5 to 38 percent.

The results of plasticity testing indicate liquid limits ranging from 33 to 36 and plasticity indices ranging from 16 to 18 suggesting the tested materials are low plasticity clay. The results of grainsize tests on samples of cohesive materials indicate fines contents ranging from 51 to 81 percent; grainsize tests performed on samples of granular materials indicate fines contents ranging from 18 to 47 percent.

Pocket penetration tests shown on the drill hole logs in Appendix A indicate the cohesive soils have a compressive strength in the range of 1,000 to 2,000 psf. That range of soil is generally consistent with a medium stiff to stiff fine-grained clay soil (CBC Type D – stiff soil).

The test results on a bulk sample of fine-grained clay soil collected from drill hole DH-5 indicates an R-value of 15.

3.3.3 Earth Materials Encountered at Infiltration Locations Earth materials encountered in the infiltration drill holes (INF-1 and INF-2) advanced in the drainage ditch on the northern side of PVR consisted of moist, soft sandy clay to the depth explored (two feet) with loose fine sand at the ground surface. The results of plasticity testing performed on samples collected from the bottom of the drill holes indicate liquid limits ranging from 29 to 34 and plasticity indices ranging from 10 to 15; the results of grainsize tests indicate fines contents ranging from 55 to 70 percent, and the results of moisture content determinations indicate moisture contents ranging from 25 to 30 percent. The test results indicate the tested samples are sandy clay and are above optimum moisture content. According to the Ventura County Watershed Protection District’s (VCWPD) rainfall data for nearby monitoring stations, the project site had received an estimated 1/2- to 2/3-inch of rain in the preceding seven to 10 days.

3.3.4 Soil Probing in Base of Drainage Ditch
The near vertical banks and narrow width of the drainage ditch along the northern side of PVR precluded drilling equipment from entering the ditch. To evaluate the consistency of the soil in the base of the drainage ditch, we probed the soils in the base of the ditch using a 1/2-inch diameter steel T-probe at about 200-foot intervals. As summarized in Table 2, our staff engineer was able to easily push the steel T-probe one and half to two feet into the soil in the base of the drainage ditch and used moderate effort to push the T-probe to a depth of three to four feet. In some areas a slightly higher resistance to probing was encountered at a depth of about three to four feet. For reference, the T-probe can be advanced about six to eight inches into fine-grained fill compacted to 90 percent relative compaction. As described in Section 3.2.3 above, the soil in hand-auger drill holes in the base of the ditch had moisture contents of 25 to 30 percent, indicating the fine-grained clay soil is saturated (about 10 to 12 percent above the optimum moisture content).

3.4 GROUNDWATER CONDITIONS
Groundwater was not encountered in any of the drill holes advanced along PVR, however we note the hand auger drill holes advanced within the drainage ditch for the infiltration testing encountered very moist soils. As noted in Section 3.3.3, the project site had received an estimated 1/2- to 2/3-inch of rain in the preceding seven to 10 days according to the VCWPD’s

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website. Review of California Department of Conservation, Division of Mines and Geology (CDMG, 2002) indicates the historical high groundwater in the project site is less than 10 feet.

4.0 INFILTRATION EVALUATION

4.1 BACKGROUND
Infiltration testing was performed at two locations (Plate 2) within hand auger holes advanced to depths of about two feet with the northern drainage ditch to evaluate the infiltration rate within the ditch (logs provided in Appendix A). The testing was performed in general accordance with the procedures outlined in the County of Ventura Low Impact Development Standards Manual (2018) and the Guidelines for Stormwater Infiltration Testing (County of Los Angeles, 2017). The hand auger logs are provided in Appendix A and the results of the infiltration testing are provided in Appendix C. Following completion of the testing, the temporary piezometers were removed, and the drill holes were backfilled as described above.

4.2 METHODOLOGY
The two, two-foot-deep drill holes were backfilled with about two inches of gravel, 2-inchID perforated PVC casing was installed on top of the gravel, and the bottom of the annulus between the drill hole and the outside of the PVC casing was backfilled with about 18-inches of gravel. The casings were filled to near the ground surface with water and allowed to pre-saturate overnight prior to conducting the infiltration testing on March 26, 2020. The testing was performed in general conformance with the boring percolation test procedures outlined in the Guidelines for Stormwater Infiltration Testing (County of Los Angeles, 2017).

The infiltration testing was performed by refilling the water within the PVC casings in piezometers INF-1 (near Sta. 61+50) and INF-2 (near Sta. 23+25) to a depth of 12 inches and recording the drop in water over a 30-minute period. The testing cycle was repeated for eight consecutive readings per the Los Angeles County Guidelines.

Following completion of the testing, the PVC casings were removed, and the holes backfilled with the excavated materials.

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4.3 INFILTRATION EVALUATION
The infiltration evaluations were performed in general conformance with the boring percolation correction procedures outlined in the Los Angeles County Guidelines which indicate the measured infiltration rates must be reduced with correction factors to determine design values that represent long-term performance of an infiltration area. The guidelines provide the following correction factors:
• The borehole reduction factor (Rf) is applied to account for the direction of flow during the test and calculations. A reduction factor is estimated for infiltration tests conducted in borings where the percolation is reduced to account for the discharge of water from both the sides and bottom of the boring (i.e., non-vertical flow) using the following formula to determine the infiltration rate. For this project, the reduction factor (Rf) is estimated to be about 12.7 and 12.2 for the INF-1 and INF-2 sites, respectively.

Figure 1. County of Los Angeles (2017) Correction Factors and Formulas

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• The correction factor (CFv) is selected based on site variability, number of tests performed, and the thoroughness of subsurface investigation. For this project, a site variability (CFv) of 1 was selected for the two infiltration areas because the existing site data and the field and laboratory tests indicate a relatively uniform soil type within the clayey soils evaluated in the study area.
• The correction factor (CFs) for siltation, plugging, and maintenance is based on the specified levels of pre-treatment and maintenance for the proposed BMPs. The Los Angeles County guidelines suggest that for stormwater infiltration BMPs with pretreatment components and regular maintenance programs, a correction factor of 1 may be appropriate; BMPs that are proposed to infiltrate untreated flow with unspecified maintenance programs, a high level of siltation and plugging is to be expected and a correction factor of 3 is likely more appropriate. For this project, a correction factor for siltation (CFs) of 3 was selected for both sites. • The measured infiltration rates used in our evaluation are based on uncorrected values from the infiltration testing performed in INF-1 and INF-2. As indicated in Appendix C, the results of the infiltration tests indicate uncorrected field infiltration rates of about

1.4- to 3.3-inches/hour.

4.4 ESTIMATED CORRECTED INFILTRATION RATES
Based on the County of Los Angeles Guidelines and correction factors and formulas noted above, the estimated corrected infiltration rate is 0.0- and 0.1-inch/hour for the INF-1 and INF-2 sites, respectively, which is below the required minimum design infiltration rate of 0.3-inch/hour per the Los Angeles County guidelines.

We note the Ventura County guidelines do not require correction factors in developing the estimated infiltration rate as the County of Los Angeles does. Ventura County’s Guidelines require a minimum design infiltration rate of 0.5-inch/hour. On that basis, the uncorrected field infiltration rates of about 1.4- (INF-1 site) to 3.3-inches/hour (INF-2 site) estimated from the infiltration tests performed for this study in the sandy clay materials within the drainage ditch north of PVR are above the minimum requirement per the County’s Guidelines.

Figure 2. County of Los Angeles (2017) Reduction Factor for Borings

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5.0 CONCLUSIONS AND RECOMMENDATIONS

5.1 SUMMARY OF SITE CONDITIONS
• Pavement section consists of 7 to 10 inches of AC over about 8 to 11 inches of base and subbase (sandy soil) materials.
• The AC pavement is worn, with a rough to very rough surface and common wheel path depressions in both the eastbound and westbound lanes. • Soil materials classified as artificial fill and alluvium consisting primarily of soft to stiff sandy clay with lesser amounts of very loose to medium dense, silt and silty to clayey sand.
• Moisture contents of the soil range from five to 38 percent with an optimum moisture content of about 18 percent for fine-grained clay soils. The near surface clay soils in the drainage ditch are saturated with moisture contents of 10 percent or more above the optimum moisture content,
• In-place soil densities below a depth of five feet range from 90 to 109 pcf. The laboratory maximum density for the fine-grained soil is 107 pcf, indicating that the existing alluvial soils have relative compaction of less than 90 percent. • Standard penetration test (SPT) blowcounts range from two to 11 blows/foot in the fine-grained clay soil indicating a soft to stiff consistency per CBC criteria. Pocket penetration tests indicate a shear strength of the fine-grained clay soil below a depth of five feet ranges from about 1,000 to 2,000 psf (medium stiff to stiff soil). • A steel T-probe could be easily advanced three to four feet into the soft, wet soil at the base of the drainage ditch along the northern side of PVR.

5.2 PROPOSED IMPROVEMENTS
The proposed improvements for the PVR bike lane project include widening the road along the northern and southern shoulder of PVR by steepening and protecting the slope in the existing unlined, earthen drainage ditch on the northern side of PVR. The proposed improvements will consist of new 1 horizontal to 1 vertical (1h:1v) fill slopes that will be concrete-lined to protect the soil from future erosion. Site grading to improve the soft, wet subgrade soil will be required as described below prior to placing fill for the bike lane widening project. The ditch along the southern side of PVR is relatively shallow and should be able to be filled after scarifying, moisture conditioning and compacting the existing materials.

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5.3 SITE GRADING

5.3.1 General Site Clearing and Grubbing
Soil containing debris, organics, trees and root systems, and other unsuitable materials should be excavated and removed from improvement areas prior to commencing grading operations. Areas should be cleared of old foundations, slabs, pavement, abandoned utilities, and soils disturbed during the demolition process. Depressions or disturbed areas left from the removal of such material should be replaced with compacted fill.

We note there is an existing underground Southern California gas line along the length of the northern side of the PVR alignment that will need to be protected in-place during construction.

5.3.2 Subgrade Preparation
Benching. The outer eight- to 12-inches of soil materials on the existing embankment slopes are over-steepened and/or appear to be loosened by previous erosional process and rodent activity. We recommended the project grading bench into the existing slope about 18 inches horizontally to remove the loose material on the slope face under the footprint of the new fill and provide a good bond between the existing embankment and new fill. Vertical bench height should be limited to about 18 inches.

Ditch Along Northern Side of PVR. Following site clearing, we recommend the footprint of the area to receive fill plus three feet further north of the improvements be stabilized prior to placing fill. As described above, the soil in the base of the ditch consists of soft, saturated, finegrained clay soil that was 10 percent or more above the optimum moisture content at the time of our field exploration. Due to local agricultural watering, the near surface soils likely can maintain a high moisture content and thus would not be anticipated to “dry out”. Several methods could be utilized to stabilize the subgrade including “float rock”, geogrid and gravel, and cement treated soil. Based on our previous experience in the area, the soft subgrade can be stabilized by removing about 18 inches to two feet of saturated wet clay soil and placing/working in 4- to 6-inch minus float rock into the subgrade mitigation area. The contractor will need to “work” the float rock (coarse gravel and cobbles) into the soft, clay soil until a stabilized subgrade is established.

We suggest the contractor prepare a test strip about 100 feet long to evaluate the depth of float rock needed to stabilize the subgrade. If an alternative method such as geogrids is selected by the contractor, a test strip to evaluate the effectiveness of the proposed method should be performed to demonstrate the suitability of the selected method. Once a preferred method is selected it can be implemented along the entire length of the project.

Ditch Along Southern Side of PVR. The ditch along the southern side of PVR is about 18 inches to two feet deep and typically does not have water in the ditch based on our observations. On that basis, the southern ditch most likely can be stabilized by ripping to a minimum of 12 inches, moisture conditioning the soil and compacting to a minimum of 90 percent relative compaction. Once the subgrade has been prepared, fill can be added to grade as described below.

Onsite Soil Material from Overexcavation. Depending upon the precipitation events and/or agricultural water runoff, the onsite soil materials to be excavated from the northern ditch may consist of saturated fine-grained clay soil. Unless there is a large area available to process

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and dry out the soil, it likely will need to be hauled off and new fill materials meeting the specification for general fill imported.

5.3.3 Fill Material Selection
Recommended fill material selection requirements for compacted fill, aggregate base, and use of onsite materials are presented below. Areas or zones where the various fill materials may be used are described below.

Imported Fill. Fill materials will be required to construct the new fill slope/bike lane widening. The “imported fill” materials should comply with recommendations for imported fill or as appropriate for its intended use. Imported fill sourced from other areas should be reviewed and tested by the geotechnical engineer prior to being transported to the site. Imported fill should consist of granular soil materials (SM, SC) free of organics, oversize rock (greater than six inches in diameter), trash, debris, and other deleterious or unsuitable materials, and should have an Rvalue of at least 15 and an expansion index of less than 40. The fill materials should have a fines content (percent passing No. 200 sieve) of 15 to 45 percent, and less than 10 percent larger than two inches in diameter. Cobbles larger than six inches should be removed from the fill.

Aggregate and Miscellaneous Base. Base materials should consist of material conforming to Caltrans Standard Specifications for Class 2 Aggregate Base, Section 26-1.02 (Caltrans, latest edition) or Section 200-2.5 of the Greenbook (2018) for Processed Miscellaneous Base.

5.3.4 Dewatering
On the basis of our subsurface exploration, we do not anticipate groundwater will be encountered during site grading activities. The contractor will need to control surface water flow in the ditch to keep the work area from becoming saturated. Although we do not anticipate the need for dewatering, groundwater seepage may be encountered in the excavations following rain or agricultural watering.

5.3.5 Fill Placement and Compaction
Fill should be placed, moisture conditioned, and compacted to a minimum of 90 percent relative compaction. The upper one-foot of fill beneath the pavement structural section should be compacted to 95 percent relative compaction. In general, we recommend the moisture content of the fill should be 0 to 2 percent above the optimum. Each layer should be spread evenly and should be thoroughly blade-mixed during the spreading to provide relative uniformity of material within each layer. Soft or yielding materials should be removed and be replaced with properly compacted fill material prior to placing the next layer.

Rock, cobbles, and other oversized material greater than six inches in dimension in any direction should be removed from the fill material being placed. The contractor should be prepared to screen all native materials prior to placement as compacted fill. Rocks should not be nested and voids should be filled with compacted material. Organics, foreign matter, and other deleterious materials also should be removed from any material used in constructed fills.

Fill and backfill materials should be placed in layers that can be compacted with the equipment being used, but not exceed eight-inches in loose thickness per Greenbook

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requirements. Fill should be spread in lifts no thicker than approximately eight inches prior to being compacted. Fill and backfill materials may need to be placed in thinner lifts to achieve the recommended compaction depending on the equipment being used.

The fill placed in the northern drainage ditch should be “overbuilt” and cut back to a compacted core in preparation for surface erosion protection. The erosion protection is anticipated to consist of shotcrete with steel reinforcement. The erosion protection should extend about one-foot below the base of the ditch at the toe of the slope.

Aggregate base should be compacted in lifts not exceeding six inches in thickness to at least 95 percent of the maximum dry density and as-compacted moisture contents should be within 2 percent of the optimum moisture content.

5.4 FOUNDATION DESIGN

5.4.1 Shallow Foundation Design
The proposed foundations can be supported on a shallow foundation system designed in accordance with current CBC and Greenbook requirements. The proposed shotcrete facing can utilize the design parameters for the retaining walls presented below.

5.4.2 Allowable Bearing Pressure
If required, shallow footings bearing in compacted fill (with a minimum of two feet of compacted fill below the base of the footing) can be designed using a maximum allowable bearing pressure of 1,500 pounds per square foot (psf). The allowable value incorporates a factor of safety of at least 3. The bearing pressure of onsite, near-surface native soil is 750 psf. The toepressure below retaining walls or eccentrically loaded footings can exceed the recommended bearing pressure, provided the resultant pressure is within the middle-third of the footing. In accordance with 2016 CBC Section 1806.1, the bearing values indicated above are for static loads (including the total of dead and frequently applied live loads) and may be increased for short duration loading (including the effects of wind or seismic forces) as allowed in 2016 CBC Section 1605.3.2. The allowable bearing capacity can be increased by 7 percent for each foot of embedment (i.e. depth) or width to a maximum value of twice the allowable bearing pressure.

5.4.3 Minimum Embedment Depth and Width
In general, footings embedded in fill materials should extend to at least two feet below the lowest adjacent grade and have a minimum width of 18 inches. Isolated pad footings should be at least three feet in least dimension.

5.4.4 Lateral Bearing Pressures
In accordance with 2019 CBC Section 1806.3.1, resistance to lateral loading may be provided by both friction acting at the base of foundations and by lateral bearing pressure. The presumptive values for lateral bearing pressure given within 2019 CBC, Table 1806.2 as well as the allowable increase for depth noted in 2019 CBC Section 1806.3.3 shall be superseded by the site-specific values in the following table. The lateral bearing pressure in the upper one foot of the site should be neglected unless the ground surface is covered with asphalt or concrete, and the lateral bearing pressure may be increased by 300 psf for each additional foot of embedment to a maximum value of 2,500 psf for level ground adjacent to the structure.

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Table 3. Summary of Lateral Bearing Pressures
Allowable
Bearing
Material1
Allowable
Lateral Bearing
Pressure2,5
Maximum
Lateral Bearing
Pressure3
Allowable
Coefficient of
Friction4
Level Pad Surfaces
Compacted Fill 300 psf/ft 2,500 psf 0.35
1 These allowable bearing materials supersede the presumptive materials given within 2019 CBC Section 1809.2. These materials must be undisturbed and verified in the field at the time of construction by the Project Engineering Geologist/Geotechnical Engineer in accordance with 2019 CBC Section 1705.6 and Table 1705.6.
2 These allowable lateral bearing pressures supersede the presumptive values given within 2019 CBC Table 1806.2.
2 In accordance with 2019 CBC Section 1806.1, the allowable passive earth pressure indicated above is for static loads (including the total of dead and frequently applied live loads), and may be increased by one-third for short duration loading (including the effects of wind or seismic forces) as allowed in 2019 CBC Section 1805.3.2. 3 These maximum lateral bearing pressures supersede the presumptive maximum value given within 2019 CBC Section 1806.3.3
4 These allowable coefficients of friction supersede the presumptive values given within 2019 CBC Table 1806.2. In accordance with 2019 CBC Section 1806.3.2, lateral sliding resistance shall not exceed one-half of the dead load.
5 The passive resistance should be reduced to 150 pcf if the ground surface in front of the wall descends at a 2h:1v slope.

5.4.5 Lateral Loads for Buried Structures
Retaining structures free to rotate or translate laterally (e.g., cantilevered retaining walls) through a horizontal distance to wall height ratio of greater than about 0.004 can be assumed as unrestrained or yielding retaining structures. Such walls can generally move enough to develop active conditions. Retaining structures unable to rotate or deflect laterally (e.g., restrained belowgrade or basement walls) are referred to as restrained or rigid walls. We have assumed belowgrade walls (if any) will be rigid and should be designed for at-rest conditions.

The presumptive values for lateral soil load given within 2019 CBC, Table 1610.1 shall be superseded by the following site-specific values. These load values are expressed as equivalent fluid densities (consistent with CBC) and are intended for structural design of buried walls and retaining walls of up to a maximum of 20 feet in retained height.

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Table 4. Lateral Earth Loads
Average Slope Gradient
Above Wall
Active Lateral Soil Load
(pcf)1
At-Rest Lateral Soil
Load
(pcf)2
Seismically Induced Soil
Load
(pcf)3
Level 45 65 20
1, 2 These load values supersede the presumptive values for lateral soil loads given within 2019CBC, Table 1610.1.

Additional surcharge from other structures shall be included in the design of the wall. This listed soil pressure is for supporting soils with a prevailing Expansive Index (EI) of no greater than 50. Soils with an EI greater than 50 shall not be used as wall backfill material.
1 This listed soil pressure assumes the wall will be allowed to deflect between 0.01H to 0.02H, in accordance with 2019 CBC Section 1610.1.
2 Applicable to restrained wall conditions, in accordance with Section 1610.1 of the 2019 CBC. 3 In accordance with 2019 CBC Section 1803.5.12, if it is anticipated that the earthquake induced acceleration for the site will exceed 0.4g, then seismic loading may be applied to walls of at least six feet or taller in accordance with Section 1610.1 of the 2019 CBC at the option of the Project Structural Engineer. When utilized, this loading may be applied as an inverted-oriented triangular-load.

5.4.6 Static Settlements
Static settlements generally will occur in response to foundation loads on the foundation support material. The estimated static settlement due to the new structures is 1-inch with differential settlements of about ½-inch over a distance of 30 feet. The structure should be designed to accommodate static differential settlements of at least ½-inch over a distance of 30 feet (i.e., a distortion ratio of approximately 1/720) for similarly sized and loaded footings.

5.5 CONSTRUCTION CONSIDERATIONS

5.5.1 Excavation Conditions
Subsurface materials encountered in explorations for this study consisted primarily of soft, wet fill and alluvial soil deposits within the anticipated excavation zone. There is a potential for the excavation to encounter oversized material (greater than six-inches in diameter) that will need to be processed on-site and removed from the fill. In addition, the soils will need to be moisture conditioned, primarily drying back of wet clay soil, to achieve moisture content near the optimum moisture content.

5.5.2 Temporary Slopes and Excavations
The contractor should be responsible for the design of temporary slopes. The soil materials along the widening alignment are anticipated to consist primarily of cohesive materials within the anticipated depths of excavation. Temporary slopes should be braced or sloped according to the requirements of OSHA.

As input to design, excavations in cohesive soil without shoring can be classified as Type B and should be sloped no steeper than 1h:1v as deemed appropriate based upon classification Type determined in the field per OSHA guidelines. We recommend all temporary excavations be monitored for signs of instability and appropriate actions (such as flattening the slope, providing shoring, and controlling groundwater, if encountered) should be undertaken if evidence of

Kimley-Horn and Asociates, Inc.

Project No. 035.006
15 OAKRIDGE GEOSCIENCE, INC.
potential instability is observed. The following table summarizes parameters for consideration in the design of temporary slopes or shoring systems.

Table 5. Engineering Parameters for Design of Temporary Slopes and Shoring1 Soil Unit Total Unit Weight
(pcf)
Friction Angle
(degrees)
Cohesion
(psf)
Clay (CL) 125 28 50
1 Parameters provided here are valid only for the design of temporary slopes and shoring.

5.5.3 Permanent Slopes
Permanent cut- and fill slopes should be inclined at 2h:1v or flatter unless they are protected with gunite or other erosion resistance materials as described above.

5.6 ASPHALT CONCRETE PAVEMENT DESIGN
The laboratory test results suggest an R-value of 14 for a sample of near-surface sandy clay soil materials collected from drill hole DH-5. The following table summarizes the pavement design criteria and proposed pavement section based on Caltrans (2020) design standards, an assumed R-value of 14, and the TI’s provided to us.

Table 6. Summary of Pavement Design
Traffic
Index
R-value Asphalt
Thickness
(inches)
Aggregate Base
Thickness
(inches)
9 14 5-1/2 18
10 14 6 20-1/2

5.7 SOIL CHEMISTRY AND CORROSION

5.7.1 Test Results
A soil sample of fine-grained clay from drill hole DH-5 was provided to Cooper Testing Laboratories for resistivity, pH, chloride, and sulfate testing. The test results are summarized in the following table and the laboratory test report is included in Appendix B.

Table 7. Summary of Chemical Test Results
Loc. USCS
Classification
Depth
(feet)
Sulfate
(mg/kg)
Sulfate)
(%)
Chloride
(mg/kg)
Resistivity
(ohm-cm) pH
DH-5 Sandy Clay 2 - 6 284 0.0284 10 852 7.5

Kimley-Horn and Asociates, Inc.

Project No. 035.006
16 OAKRIDGE GEOSCIENCE, INC.

Many factors can affect the corrosion potential of soil including soil moisture content, resistivity, permeability, and pH, as well as chloride and sulfate concentration. In general, soil resistivity, which is a measure of how easily electrical current flows through soils, is the most influential factor. As a general rule, Caltrans indicates a resistivity value of 1,000 ohm-cm or lower is an indicator of high soluble salt content and a general indicator of corrosion potential. Caltrans considers soils to be corrosive or to represent a corrosive environment if one of the following criteria is met:
• Resistivity value of less than 1,000 ohm-cm;
• Chloride content of 500 ppm or greater;
• Sulfate concentration of 2,000 ppm or greater; or
• pH is 5.5 or less.

As summarized in the table above, the measured resistivity value is below 1,000 ohm-cm and indicates the tested soil is considered corrosive to concrete or steel based on the test data and Caltrans limits. The test results should be evaluated by a corrosion specialist to confirm the opinions regarding the potential corrosion impacts from the onsite soils to the construction materials proposed for the project.

6.0 LIMITATIONS

6.1 REPORT USE
This report has been prepared for the exclusive use of the Kimley-Horn and its agents for the design and construction of the proposed City of Camarillo’s ST-5006 Pleasant Valley Road Bike Lanes CML-5393(036) project in Camarillo, California. The findings, conclusions, and recommendations presented herein were prepared in accordance with generally accepted geotechnical engineering practices of the project region. No other warranty, express or implied, is made.

Although information contained in this report may be of some use for other purposes, it may not contain sufficient information for other parties or uses. If any changes are made to the project as described in this report, the conclusions and recommendations in this report shall not be considered valid unless the changes are reviewed and the conclusions and recommendations of this report are modified or validated in writing by OGI.

6.2 HAZARDOUS MATERIALS
This report does not provide information regarding the presence of hazardous/toxic materials in the soil, surface water, groundwater, or atmosphere.

6.3 LOCAL PRACTICE
In performing our professional services, we have used generally accepted geologic and geotechnical engineering principles and have applied the degree of care and skill ordinarily exercised under similar circumstances by reputable geotechnical engineers currently practicing in this or similar localities. No other warranty, express or implied, is made as to the professional advice included in this report.

Kimley-Horn and Asociates, Inc.

Project No. 035.006
17 OAKRIDGE GEOSCIENCE, INC.

6.4 PLAN REVIEW
We recommend that OGI be provided the opportunity to review and comment on the geotechnical aspects of any project plans and specifications prepared for this project before they are finalized. The purpose of that review will be to evaluate if the recommendations in this report have been properly interpreted and implemented in the design and specifications.

6.5 CONSTRUCTION MONITORING
Users of this report should recognize that the construction process is an integral design component with respect to the geotechnical aspects of a project, and that geotechnical engineering is inexact due to the variability of natural and man-induced processes, which can produce unanticipated or changed conditions. Proper geotechnical observation and testing during construction is imperative in allowing the geotechnical engineer the opportunity to verify assumptions made during the design process. Therefore, we recommend that OGI be retained during project construction to observe compliance with project plans and specifications and to recommend design changes, if needed, in the event that subsurface conditions differ from those anticipated.

Kimley-Horn and Asociates, Inc.

Project No. 035.006
18 OAKRIDGE GEOSCIENCE, INC.

Table 2. Summary of T-Probe Effort in Bottom of
Northern Drainage Ditch by Approximate Station Number
Approx.

Sta. No.

Effort Approx.

Sta. No.

Effort
1+50 Easy to 2-1/2’
Moderate to 3-1/2’ 36+50 Easy to 3’Moderate to 3-1/2’
2+50 Easy to 1-1/2’
Moderate to 3-1/2’ 38+50 Easy to 3-1/2’
4+50
Easy to 2’
Moderate to 3’
Hard to 3-1/2’
40+50 Easy to 1-1/2’
Moderate to 3-1/2’
6+50 Easy to 2-1/2’
Moderate to 3-1/2’ 42+50 Easy to 2’Moderate to 3-1/2’
8+50 Easy to 2-1/2’
Moderate to 3-1/2’ 44+50 Easy to 2-1/2’Moderate to 3-1/2’ 10+50 Easy to 3’
Moderate to 3-1/2’ 46+50 Easy to 3’Moderate to 3-1/2’
12+50 Easy to 2’
Moderate to 3-1/2’ 48+50 Easy to 3-1/2’
14+50 Easy to 1-1/2’
Moderate to 3-1/2’ 50+50 Easy to 3-1/2’
16+50 Easy to 2’
Moderate to 3-1/2’ 52+50 Easy to 2’Moderate to 3-1/2’
18+50 Easy to 2-1/2’
Moderate to 3-1/2’ 54+50 Easy to 2-1/2’Moderate to 3-1/2’ 20+50 Easy to 1-1/2’
Moderate to 3-1/2’ 56+50 Easy to 1-1/2’Moderate to 3-1/2’ 22+50 Easy to 2’
Moderate to 3-1/2’ 58+50 Easy to 2’Moderate to 3-1/2’
24+50 Easy to 3-1/2’ 60+50 Easy to 3’
Moderate to 3-1/2’
26+50 Easy to 3-1/2’ 62+50 Easy to 3-1/2’
28+50 Easy to 3-1/2’ 64+50 Easy to 3-1/2’
30+30 Easy to 2’
Moderate to 3-1/2’ 66+50 Easy to 3-1/2’
32+50 Easy to 2’
Moderate to 3-1/2’ 68+50 Easy to 1’Moderate to 3-1/2’
34+50 Easy to 2-1/2’
Moderate to 3-1/2’ 70+50 Easy to 2-1/2’Moderate to 3-1/2’

Kimley-Horn and Asociates, Inc.

Project No. 035.006
19 OAKRIDGE GEOSCIENCE, INC.

7.0 REFERENCES
American Society of Testing and Materials (ASTM) (latest edition).

California Division of Mines and Geology (CDMG, 2002), Seismic Hazard Zone Report for the Camarillo 7.5-Minute Quadrangle, Ventura County, California, Seismic Hazard Zone Report 054.
_____ (2002), Earthquake Zones of Required Investigation, Camarillo Quadrangle Caltrans (2020), Highway Design Manual, 6th Edition, dated March 20.

County of Los Angeles (2017), Administrative Manual, County of Los Angeles, Department of Public Works, Geotechnical and Materials Engineering Division, Guidelines for Design, Investigation, and Reporting Low Impact Development Stormwater Infiltration. _____ (2014), Low Impact Development Standards Manual, dated February.

County of Ventura (2018) Technical Guidance Manual for Stormwater Quality Control Measures, revised June 29.

Dibblee T.W., Jr. (1990), Geologic Map of the Camarillo and Newbury Park Quadrangles, Ventura County, California, DF-28.
"Greenbook" Standard Specifications for Public Works Construction (2018), Published by BNI Building News, Los Angeles, California.

USDA, https://websoilsurvey.sc.egov.usda.gov

PLATES

OAKRIDGE GEOSCIENCE, INC.

SITE LOCATION MAP
Pleasant Valley Road Bike Lanes
Camarillo, California
PLATE 1
Kimley-Horn and Associates, Inc.

Project No. 035.006
project
alignment

DH-1 Approximate location of
Drill Hole advanced for
this study
DH-1 DH-2 DH-3 DH-4 DH-5 DH-6
Approximate location of
infiltration test performed
for this study
INF-1
INF-1 INF-2
OAKRIDGE GEOSCIENCE, INC.

EXPLORATION LOCATION MAP
Pleasant Valley Road Bike Lanes
Camarillo, California
PLATE 2
Kimley-Horn and Associates, Inc.

Project No. 035.006

APPENDIX A

1 -- 23 36/16 70
2 (9) 75 25
3 6 38 84
4 8 31

PLASTICITY
(LL/PI)
% PASSING No.
200
LOG OF DRILL HOLE DH-1
NUMBER
LOCATION: Approx. Sta. 5+00

MATERIAL

SYMBOLSAMPLE
BLOW
COUNT
DRY DEN. (pcf)

MOISTURE

MATERIAL DESCRIPTION
CONTENT %
11-1/2'

PLEASANT VALLEY ROAD BIKE LANES
18 BACKFILL:

Not encountered
L Prentice, CEG
C Prentice CEG
LOGGED BY:

CHECKED BY:

S/G Drilling, Inc.

Cuttings/Portland/Concrete
NOTE: The log and data presented herein are a simplification of actual subsurface conditions encountered at the time of exploration at the specific location explored. Subsurface conditions may differ at other locations and at this location with the passage of time.
2 DATE:

METHOD:
10 TOTAL DEPTH (ft):
8" HSA; CME85
March 10, 2020
ALLUVIUM (Qal)
Sandy CLAY (CL): medium stiff, moderate yellowish brown, moist, fine sand, scattered gravel, with caliche veins
16 WATER DEPTH (ft):

CONTRACTOR:

CLAY (CL): dark gray to black, medium stiff, with sand
12 NOTE: Handaugered to 5' per Southern California Gas Company requirements. 4 - silty, sample possibly disturbed, at 5'
Kimley-Horn and Associates, Inc.

Camarillo, California
PLATE A-1
6 8
14 OAKRIDGE GEOSCIENCE, INC.

ARTIFICIAL FILL (af)
AC 9"; 4" Base materials
Silty SAND with Gravel (SM): moderate brown, damp
ARTIFICIAL FILL (af)/ALLUVIUM (Qal)?
SURFACE EL. (ft):

Project No. 035.006
TV or PP
(tsf)
ELEV. (ft)
DEPTH (ft)

1 2 --
p1.75
3 (18) p2.0
4 11 29 81
5 (17)
PLATE A-2
11-1/2'
METHOD: 8" HSA; CME85 WATER DEPTH (ft): Not encountered BACKFILL: Cuttings/Portland/Concrete LOGGED BY: L Prentice, CEG CHECKED BY: C Prentice CEG

PLEASANT VALLEY ROAD BIKE LANES
Camarillo, California
CONTRACTOR: S/G Drilling, Inc. NOTE: The log and data presented herein are a simplification of actual subsurface conditions encountered at the time of exploration at the specific location explored. Subsurface conditions may differ at other locations and at this location with the passage of time.

TOTAL DEPTH (ft):

DATE: March 9, 2020
18 16
14 12 NOTE: Handaugered to 5' per Southern California Gas Company requirements. 10 - with increased caliche content, at 10'
8 - moderate brown, with caliche pods and veins, at 7-1/2' - with sandy silt in sampler shoe, at 9'
6 4
- stiff, with moderate brown mottling, at 5'
2 ARTIFICIAL FILL (af)/ALLUVIUM (Qal)?
CLAY (CL): dark brown, medium stiff, with sand
ALLUVIUM (Qal)
CLAY with Sand (CL): medium stiff, dark brown, moist, fine sand

PLASTICITY
(LL/PI)
% PASSING No.
200
ARTIFICIAL FILL (af)
AC 10"; 3" Base materials
Silty SAND with Gravel (SM): moderate brown, damp
TV or PP
(tsf)
SURFACE EL. (ft):

MATERIAL DESCRIPTION
Kimley-Horn and Associates, Inc.

Project No. 035.006 OAKRIDGE GEOSCIENCE, INC.

LOG OF DRILL HOLE DH-2
ELEV. (ft)
DEPTH (ft) MATERIAL

SYMBOLSAMPLE
NUMBER
BLOW
COUNT
LOCATION: Approx. Sta. 15+50
DRY DEN. (pcf)

MOISTURE
CONTENT %

1 -- 17 58
p1.0
2 (4) 90 18 33/16 p1.75
20 63
3 6 p2.5
4 (16) 103 16
PLATE A-3
11-1/2'
METHOD: 8" HSA; CME85 WATER DEPTH (ft): Not encountered BACKFILL: Cuttings/Portland/Concrete LOGGED BY: L Prentice, CEG CHECKED BY: C Prentice CEG

PLEASANT VALLEY ROAD BIKE LANES
Camarillo, California
CONTRACTOR: S/G Drilling, Inc. NOTE: The log and data presented herein are a simplification of actual subsurface conditions encountered at the time of exploration at the specific location explored. Subsurface conditions may differ at other locations and at this location with the passage of time.

TOTAL DEPTH (ft):

DATE: March 9, 2020
18 16
14 12 NOTE: Handaugered to 5' per Southern California Gas Company requirements. 10 - stiff, moderate yellowish brown, at 10'
- with sandy with clay in sampler tip, at 11-1/2'
8 - medium stiff, with few voids, and with fine caliche inclusions, at 7-1/2' 6 Sandy CLAY (CL): soft, moderate brown, moist, fine sand, and with common fine voids
4 ALLUVIUM (Qal)
2 ARTIFICIAL FILL (af)/ALLUVIUM (Qal)?
Sandy CLAY (CL): dark brown, medium stiff, moist, fine sand

PLASTICITY
(LL/PI)
% PASSING No.
200
ARTIFICIAL FILL (af)
AC 7"; 2-1/2" Base materials
SAND with Gravel (SP): moderate brown, damp
TV or PP
(tsf)
SURFACE EL. (ft):

MATERIAL DESCRIPTION
Kimley-Horn and Associates, Inc.

Project No. 035.006 OAKRIDGE GEOSCIENCE, INC.

LOG OF DRILL HOLE DH-3
ELEV. (ft)
DEPTH (ft) MATERIAL

SYMBOLSAMPLE
NUMBER
BLOW
COUNT
LOCATION: Approx. Sta. 29+00
DRY DEN. (pcf)

MOISTURE
CONTENT %

1 --
2 -- 19 58
3 2
4 (6) p1.0
93 14 p1.25
5 3 19
PLATE A-4
11-1/2'
METHOD: 8" HSA; CME85 WATER DEPTH (ft): Not encountered BACKFILL: Cuttings/Portland/Concrete LOGGED BY: L Prentice, CEG CHECKED BY: C Prentice CEG

PLEASANT VALLEY ROAD BIKE LANES
Camarillo, California
CONTRACTOR: S/G Drilling, Inc. NOTE: The log and data presented herein are a simplification of actual subsurface conditions encountered at the time of exploration at the specific location explored. Subsurface conditions may differ at other locations and at this location with the passage of time.

TOTAL DEPTH (ft):

DATE: March 9, 2020
18 16
14 12 NOTE: Handaugered to 5' per Southern California Gas Company requirements. 10 Fine Sandy CLAY to CLAY (CL): soft, moderate brown, moist, with few fine voids
8 Sandy CLAY (CL): soft, moderate brown, moist, with few fine voids, grades to Clayey SAND (SC): loose, moderate yellowish brown, moist 6 Sandy, Clayey SILT (ML): very soft, moderate yellowish brown, damp to moist, with few fine pores and few fine black inclusions
4 ALLUVIUM (Qal)
2 ARTIFICIAL FILL (af)/ALLUVIUM (Qal)?
Sandy CLAY (CL): dark brown, medium stiff, moist, fine sand

PLASTICITY
(LL/PI)
% PASSING No.
200
ARTIFICIAL FILL (af)
AC 7-1/2"; no granular base materials apparent
SAND with Gravel (SP): moderate brown, damp
TV or PP
(tsf)
SURFACE EL. (ft):

MATERIAL DESCRIPTION
Kimley-Horn and Associates, Inc.

Project No. 035.006 OAKRIDGE GEOSCIENCE, INC.

LOG OF DRILL HOLE DH-4
ELEV. (ft)
DEPTH (ft) MATERIAL

SYMBOLSAMPLE
NUMBER
BLOW
COUNT
LOCATION: Approx. Sta. 41+75
DRY DEN. (pcf)

MOISTURE
CONTENT %

2 -- 16 51
1 -- 19 34/18 58
3 (5) 98 18
4 5 17 59
5 (7) 98 14
PLATE A-5
11-1/2'
METHOD: 8" HSA; CME85 WATER DEPTH (ft): Not encountered BACKFILL: Cuttings/Portland/Concrete LOGGED BY: L Prentice, CEG CHECKED BY: C Prentice CEG

PLEASANT VALLEY ROAD BIKE LANES
Camarillo, California
CONTRACTOR: S/G Drilling, Inc. NOTE: The log and data presented herein are a simplification of actual subsurface conditions encountered at the time of exploration at the specific location explored. Subsurface conditions may differ at other locations and at this location with the passage of time.

TOTAL DEPTH (ft):

DATE: March 9, 2020
18 16
14 12 NOTE: Handaugered to 5' per Southern California Gas Company requirements. 10 Silty Fine SAND (SM): loose, pale yellowish brown, moist, with few scattered coarse sand
8 Sandy, Clayey SILT (ML): medium stiff/loose, moderate yellowish brown, moist 6 Sandy CLAY (CL): medium stiff, moderate brown, moist, with scattered coarse sand and few fine voids
4 ALLUVIUM (Qal)
2 ARTIFICIAL FILL (af)/ALLUVIUM (Qal)?
Sandy CLAY (CL): dark brown, medium stiff, moist, fine sand

PLASTICITY
(LL/PI)
% PASSING No.
200
ARTIFICIAL FILL (af)
AC 8"; 3" Base materials
Clayey SAND with Gravel (SP): moderate brown, damp
TV or PP
(tsf)
SURFACE EL. (ft):

MATERIAL DESCRIPTION
Kimley-Horn and Associates, Inc.

Project No. 035.006 OAKRIDGE GEOSCIENCE, INC.

LOG OF DRILL HOLE DH-5
ELEV. (ft)
DEPTH (ft) MATERIAL

SYMBOLSAMPLE
NUMBER
BLOW
COUNT
LOCATION: Approx. Sta. 55+75
DRY DEN. (pcf)

MOISTURE
CONTENT %

1 --
12 47
2 (5) 104 5 18
3 7 19 62
4 (10) 109 10
PLATE A-6
11-1/2'
METHOD: 8" HSA; CME85 WATER DEPTH (ft): Not encountered BACKFILL: Cuttings/Portland/Concrete LOGGED BY: L Prentice, CEG CHECKED BY: C Prentice CEG

PLEASANT VALLEY ROAD BIKE LANES
Camarillo, California
CONTRACTOR: S/G Drilling, Inc. NOTE: The log and data presented herein are a simplification of actual subsurface conditions encountered at the time of exploration at the specific location explored. Subsurface conditions may differ at other locations and at this location with the passage of time.

TOTAL DEPTH (ft):

DATE: March 9, 2020
18 16
14 12 NOTE: Handaugered to 5' per Southern California Gas Company requirements. 10 - interbedded with silt and clayey sand lenses, at 10' 8 CLAY (CL): medium stiff, moderate brown, moist, with fine caliche veinlets, and few fine voids
6 Silty SAND (SM): very loose, moderate brown to moderate yellowish brown, moist with fine sandy lenses, few caliche veins, scattered coarse sand/fine gravel 4 ALLUVIUM (Qal)
2 ARTIFICIAL FILL (af)/ALLUVIUM (Qal)?
Clayey SAND (SC): dark brown, damp to moist

PLASTICITY
(LL/PI)
% PASSING No.
200
ARTIFICIAL FILL (af)
AC 4"; fabric; 4" AC (total 8"); 4" Base materials
Silty SAND with Gravel, moderate brown, damp, with few cobbles TV or PP
(tsf)
SURFACE EL. (ft):

MATERIAL DESCRIPTION
Kimley-Horn and Associates, Inc.

Project No. 035.006 OAKRIDGE GEOSCIENCE, INC.

LOG OF DRILL HOLE DH-6
ELEV. (ft)
DEPTH (ft) MATERIAL

SYMBOLSAMPLE
NUMBER
BLOW
COUNT
LOCATION: Approx. Sta. 69+25
DRY DEN. (pcf)

MOISTURE
CONTENT %

1 -- 30 34/15 70
1 -- 25 29/10 55
C Prentice CEG

PLEASANT VALLEY ROAD BIKE LANES
Camarillo, California
PLATE A-7
OAKRIDGE GEOSCIENCE, INC.
2'
METHOD: Hollowstem Auger WATER DEPTH (ft): Not Encountered BACKFILL: Cuttings LOGGED BY: L Prentice CEG
8 CONTRACTOR: OGI
NOTE: The log and data presented herein are a simplification of actual subsurface conditions encountered at the time of exploration at the specific location explored. Subsurface conditions may differ at other locations and at this location with the passage of time.

TOTAL DEPTH (ft):

DATE: March 26, 2020 CHECKED BY:
6 7
4 5
2 Sandy CLAY (CL): moderate brown, moist, soft
3 PLASTICITY
(LL/PI)
% PASSING No.
200
TV or PP (tsf)
SURFACE EL. (ft):

MATERIAL DESCRIPTION
1 LOG OF INF-2
ELEV. (ft)
DEPTH (ft) MATERIAL
SYMBOL
SAMPLE
NUMBER

BLOW COUNT
LOCATION: Approx Sta. 23+25
DRY DEN. (pcf)

MOISTURE
CONTENT %
Cuttings LOGGED BY: L Prentice CEG
DATE: March 26, 2020 CHECKED BY: C Prentice CEG
CONTRACTOR: OGI
NOTE: The log and data presented herein are a simplification of actual subsurface conditions encountered at the time of exploration at the specific location explored. Subsurface conditions may differ at other locations and at this location with the passage of time.

TOTAL DEPTH (ft): 2'
METHOD: Hollowstem Auger WATER DEPTH (ft): Not Encountered BACKFILL:
7 8
5 6
3 4
1 2 Sandy CLAY (CL): moderate brown, moist, soft
DRY DEN. (pcf)

MOISTURE
CONTENT %

PLASTICITY
(LL/PI)
% PASSING No.
200
TV or PP (tsf)
SURFACE EL. (ft):

MATERIAL DESCRIPTION
ELEV. (ft)
DEPTH (ft) MATERIAL
SYMBOL
SAMPLE
NUMBER

BLOW COUNT
LOCATION: Approx Sta. 61+50
Kimley-Horn and Associates, Inc.

Project No. 035.006
LOG OF INF-1

Kennedy/Jenks Consultants OAKRIDGE GEOSCIENCE, INC.

Blowcount
Push,
or Grab
1 Bulk Bulk Sample
Blowcount Description
2 23 Standard Penetration Test (SPT) 63 63 blows for 1' penetration after initial 6" seating Sampler (1-3/8" ID/2" OD) driven 89/11 89 blows for 11" penetration after initial 6" seating 33/6 33 blows for 6" drive after initial 6" seating
3 (23) Modified California Liner Sampler Ref >50 blows for initial 6" seating driven ( 2-3/8" ID/3" OD) (23) Blowcounts for modified California sampler 4 Push Thin-walled sampler
pushed ( 2-7/8" ID/3" OD)
5 (23) Modified California Liner Sampler (disturbed)
driven ( 2-3/8" ID/3" OD)
Lean CLAY (CL) Sandy SILT (ML) CLAYSTONE PAVING AND BASE MATERIALS Fat CLAY (CH) Silty SAND (SM) SILTSTONE CONCRETE
Sandy CLAY (CL) SAND with Silt SANDSTONE GRAVEL (GP and GW) (SP-SM and SW-SM)
SILT (ML) SAND (SP and SW) VOLCANIC GRAVEL with Sand (GP and GW) Elastic SILT (MH) Clayey SAND (SC) DOLOMITIC SAND with Gravel (SP and SW) Clayey SILT (ML) SAND with Clay SILICEOUS SAND with Silt and Gravel (SP-SC and SW-SC) (SP-SM and SW-SM)
Clayey GRAVEL (GP and GW) Silty SAND with Gravel (SM)
Clayey SAND with Gravel (SC)
Other Symbols
Groundwater
Strata break
PLATE A-8

MATERIAL SYMBOLS AND CLASSIFICATIONS

SUMMARY OF TERMS AND SYMBOLS

USED ON LOGS

SUMMARY OF SAMPLING DETAILS
Symbol Sample
Number Sampler Type Blowcount Information

APPENDIX B

Project No. 035.006
Fill from G
D60
D30
D10
LOCATION DH-6
DEPTH 5'
PLATE B-1
Kimley-Horn and Associates, Inc.

Silty SAND (SM) 18

GRAINSIZE DISTRIBUTION
Pleasant Valley Road Bike Lanes
Camarillo California
CLASSIFICATION PASSING NO. 200 (%)
OAKRIDGE GEOSCIENCE, INC.
0 10
20 30
40 50
60 70
80 90
100
100.000 10.000 1.000 0.100 0.010 0.001
GRAINSIZE (mm)

PERCENT FINER BY WEIGHT

US STD SIEVE SIZE INCHES US STD SIEVE SIZE NUMBERS
3 1.5 3/4 3/8 4 10 20 40 100 200
SILT or CLAY
GRAVEL
Coarse Fine Coarse Medium Fine
SAND

Project No. 035.006

LIQUID PLASTIC PLASTICITY

LIMIT LIMIT INDEX
LOCATION DH-1 (LL) (PL) (PI)
DEPTH 2-1/2' 36 20 16
PLATE B-2a

CLASSIFICATION
Sandy CLAY (CL)

PLASTICITY CHART
Pleasant Valley Road Bike Lanes
Camarillo, California
Kimley-Horn and Associates, Inc.

OAKRIDGE GEOSCIENCE, INC.
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100
Plasticity Index (PI)
Liquid Limit (LL or wL)
MH
ML
CL
CH
U Line
A Line
CL-ML

Project No. 035.006

LIQUID PLASTIC PLASTICITY

LIMIT LIMIT INDEX
LOCATION DH-3 (LL) (PL) (PI)
DEPTH 5' 33 17 16
PLATE B-2b

CLASSIFICATION
Sandy CLAY (CL)

PLASTICITY CHART
Pleasant Valley Road Bike Lanes
Camarillo, California
Kimley-Horn and Associates, Inc.

OAKRIDGE GEOSCIENCE, INC.
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100
Plasticity Index (PI)
Liquid Limit (LL or wL)
MH
ML
CL
CH
U Line
A Line
CL-ML

Project No. 035.006

LIQUID PLASTIC PLASTICITY

LIMIT LIMIT INDEX
LOCATION DH-5 (LL) (PL) (PI)
DEPTH 2-1/2' 34 16 18
PLATE B-2c

CLASSIFICATION
Sandy CLAY (CL)

PLASTICITY CHART
Pleasant Valley Road Bike Lanes
Camarillo, California
Kimley-Horn and Associates, Inc.

OAKRIDGE GEOSCIENCE, INC.
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100
Plasticity Index (PI)
Liquid Limit (LL or wL)
MH
ML
CL
CH
U Line
A Line
CL-ML

Project No. 035.006

LIQUID PLASTIC PLASTICITY

LIMIT LIMIT INDEX
LOCATION INFL 1 (LL) (PL) (PI)
DEPTH 2' 34 19 15
PLATE B-2d
Pleasant Valley Road Bike Lanes
Camarillo, California
Sandy CLAY (CL)

CLASSIFICATION
OAKRIDGE GEOSCIENCE, INC.

PLASTICITY CHART
Kimley-Horn and Associates, Inc.
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100
Plasticity Index (PI)
Liquid Limit (LL or wL)
MH
ML
CL
CH
U Line
A Line
CL-ML

Project No. 035.006

LIQUID PLASTIC PLASTICITY

LIMIT LIMIT INDEX
LOCATION INFL 2 (LL) (PL) (PI)
DEPTH 2' 29 19 10
PLATE B-2e

CLASSIFICATION
Sandy CLAY (CL)

PLASTICITY CHART
Pleasant Valley Road Bike Lanes
Camarillo, California
Kimley-Horn and Associates, Inc.

OAKRIDGE GEOSCIENCE, INC.
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100
Plasticity Index (PI)
Liquid Limit (LL or wL)
MH
ML
CL
CH
U Line
A Line
CL-ML

Kimley-Horn and Associates, Inc.

Project No. 035.006

MAXIMUM UNIT OPTIMUM WATER
LOCATION: DH-2 CLASSIFICATION DRY WEIGHT (pcf) CONTENT (%) DEPTH: 2' - 6' Sandy CLAY (CL) 107 18
PLATE B-3

COMPACTION TEST RESULTS
Pleasant Valley Road Bike Lanes
Camarillo, California
OAKRIDGE GEOSCIENCE, INC.
90 100
110
120
130
140
2% 6% 10% 14% 18% 22% 26% 30%
Dry Unit Weight (lbs/ft3)
Water Content (%)
Compaction Curve
ZAV Curve (Gs=2.7)

CTL # Date: JC
Client: Project:

Remarks:

Chloride pH Sulfide Moisture
As Rec. Min Sat. mg/kg mg/kg % Qualitative At Test
Dry Wt. Dry Wt. Dry Wt. EH (mv) At Test by Lead %
Boring Sample, No. Depth, ft. ASTM G57 Cal 643 ASTM G57 ASTM D4327 ASTM D4327 ASTM D4327 ASTM G51 ASTM G200 Temp °C Acetate Paper ASTM D2216 DH-5 2 2-6 - - 852 10 284 0.0284 7.5 - - - 11.2 Dark Brown Sandy CLAY PLATE B-4
Soil Visual Description
903-071
Pleasant Valley Road
Sample Location or ID Sulfate ORP
Tested By:

Corrosivity Tests Summary
(Redox)
PJ
035.006
Resistivity @ 15.5 °C (Ohm-cm)
Proj. No:
5/15/20 Checked:

Oakridge Geoscience

Boring: DH-5 Reduced By: RU
Sample: 2 Checked By: PJ
Depth: 2-6 Date: 5/18/20

A B C D E
120 80 50
595 319 191
7477 4009 2400

2.60 2.58 2.61
108 82 43
114 128 133

3.70 4.00 3.90
21 14 12
23 14 12

17.3 19.6 21.5
130.0 127.3 125.3
110.8 106.4 103.2
PLATE B-5
Specimen Designation
Corrected R-Value
Moisture Content (%)
Wet Density (pcf)
Dry Density (pcf)
Exudation Load (lbf)
Height After Compaction (in)
Stabilometer @ 2000
Turns Displacement
R-value
Exudation Pressure (psi)
Expansion Pressure (psf)
Compactor Foot Pressure (psi)
R-Value
CTM 301
CTL Job No.:

Client:

Project Number:
903-071
Oakridge Geoscience
035.006
14 80
Soil Description:

Remarks:

Project Name: Pleasant Valley Road
Grayish Brown Sandy CLAY
R-Value
Expansion Pressure
0 100
200
300
400
500
600
700
800
900
1000
0 10
20 30
40 50
60 70
80 90
100
0 100 200 300 400 500 600 700 800
Exudation Pressure vs R-Value
Exudation Pressure vs. Expansion
Pressure

APPENDIX C

Kimley-Horn and Associates, Inc.

Project No.: 035.006
Source: LA County (2014)
INF-2 (STA 23+25)
A 12
B 1.7
C 2

12.2 Ave. Infil.

Rate
Reduction
Factor
Site
Variability
Long-term
Siltation and
Maint.

Design
Rate Remarks
(in/hr) RF (1 to 3) (1 to 3) (in/hr)

3.3 12.2 1 3 0.1
INF-1 (STA. 61+50)
A 12
B 0.7
C 2

12.7 Ave. Infil.

Rate
Reduction
Factor
Site
Variability
Long-term
Siltation and
Maint.

Design
Rate Remarks
(in/hr) RF (1 to 3) (1 to 3) (in/hr)

1.4 12.7 1 3 0.0
PLATE C-1
OAKRIDGE GEOSCIENCE, INC.

Estimated Reduction Factor (Rf)
Reduction Factor (RF)
Initial water depth (in)
Water level drop (in)
Diameter of boring (in)
RF=((2*A-B)/C)+1
Estimated Reduction Factor (Rf)
Reduction Factor (RF)
Initial water depth (in)
Water level drop (in)
Diameter of boring (in)
RF=((2*A-B)/C)+1

Project No. ST-5006, CML-5393(036)
Appendices
APPENDIX H – CITY OF CAMARILLO QUALITY ASSURANCE PROGRAM (QAP)

1. City of Camarillo Quality Assurance Program (QAP)

QUALITY ASSURANCE PROGRAM
(QAP)

CITY OF CAMARILLO
APPROVED BY:

David Klotzle Date
Director of Public Works
R.C.E. 55752, Exp. 12/31/2026
02 / 02 / 2026

City of Camarillo Quality Assurance Program
February 2026 Page 1 of 9

Table of Contents
I. Definition of Terms .................................................................................................. 2 II. Materials Acceptance Program ................................................................................ 3 Field Sampling and Acceptance Testing .............................................................. 3 Manufacturer’s Certificate of Compliance .......................................................... 5 Source Inspection and Testing ............................................................................ 6 Visual Inspection ................................................................................................. 6 III. Independent Assurance Program (IAP) .................................................................... 7 Laboratory Accreditation .................................................................................... 7 Tester Certification ............................................................................................. 7 Equipment Calibration ........................................................................................ 8 IV. Project QAP Records ................................................................................................ 8 V. Attachments ............................................................................................................ 9 Attachment No. 1: Sampling and Testing Frequency Table
Attachment No. 2: Acceptance Testing Result Summary Log Attachment No. 3: Materials Requiring a Certificate of Compliance

City of Camarillo Quality Assurance Program
February 2026 Page 2 of 9
This document supports the Caltrans Local Assistance Procedures Manual (LAPM) Section 16.11. In case of conflicts, the contract documents and the agency-state agreements prevail.

The purpose of the Quality Assurance Program (QAP) is to provide assurance that the materials incorporated into each state and federally funded construction project conform to the contract specifications, as well as to 23 CFR 637.
• The QAP is updated every five years minimum.
• The QAP is updated if changes are made, such as to the test methods or to the testing sampling and frequencies.

I. Definition of Terms
Acceptance Testing Testing of project materials to determine compliance with the contract specification criteria.

Certificate of Compliance A signed document from the material manufacturer committing that the delivered goods meet the contract
specifications.

City or LPA Shall refer to the Local Public Agency, the City of Camarillo.

Independent Assurance
Program (IAP)
A program that verifies that acceptance testing is being performed correctly by certified testers using accredited laboratories and calibrated equipment.

Materials Acceptance
Program
Sampling, testing, inspection, and certification of project materials to determine compliance with the contract
specifications.

Quality Assurance
Program (QAP)
A program that will ensure materials and workmanship
incorporated into the project conform to the contract
specifications. The main elements of a QAP are the Material Acceptance Program and the Independent Assurance
Sampling and Testing Program.

Quality Control All Contractor operational techniques and activities that are performed or conducted to fulfill the contract requirements.

Source Inspection Sampling, testing, and/or inspection of manufactured or prefabricated structural materials at a location other than the job site, generally at the manufactured location.

City of Camarillo Quality Assurance Program
February 2026 Page 3 of 9
II. Materials Acceptance Program
Material incorporated into the work is accepted by one or more of the following methods, as specified in the contract specifications:

1. Field Sampling and Acceptance Testing

2. Manufacturer’s Certificate of Compliance

3. Source Inspection and Testing

4. Visual Inspection
Field Sampling and Acceptance Testing
• Acceptance sampling and testing are performed by certified materials personnel using accredited materials laboratories and properly calibrated equipment. • Acceptance testing personnel shall only perform sampling and testing functions and shall not perform independent assurance activities.
• Verification of tester qualifications, laboratory accreditation, and equipment calibration is performed under the Independent Assurance Program (Section III). • Certifications and accreditations are specific to the tests being performed. • A materials testing results log is maintained for any test method performed more than once on a project.
• Test results for materials incorporated into the work are to be in compliance with the contract specifications.
• Actions taken regarding material with failing test results will be fully documented, including details documenting remove/replace, rework/re-test, and deduction/change order.
• Justification will be provided for any failing material allowed to remain in-place.

Acceptance Sampling and Testing Locations / Frequencies • Sample and testing locations and frequencies are to be in accordance with the contract specifications.
• If not specified in the contract documents, sampling and testing locations / frequencies are shown in Attachment 1: Acceptance Sampling and Testing Frequencies.
• When sampling products such as Portland Cement Concrete, cement-treated base, hot mix asphalt, or similar materials, sampling shall be varied with respect to the time of the day, in so far as possible, in order to avoid a predictable sampling routine.

Acceptance Test Methods
• The test methods used are as specified in the contract documents. If not specified, testing is done with the California Test (CT) Method. For a material specified to comply with a property shown in the following table, testing is performed utilizing the noted test method(s):

City of Camarillo Quality Assurance Program
February 2026 Page 4 of 9
Test Property Test Method
Relative Compaction CT 231 & CT 216 or D1557
Sand Equivalent CT 217 or D2419 or T176
Resistance (R-value) CT 301 or D2844
Grading (sieve analysis) CT 202 or C136, C117
Durability Index CT 229 or D3744
Cleanness Value CT 227

Acceptance Materials Testing Laboratory
Acceptance testing will be performed by the City’s Accredited Consultant Materials Laboratory.

City of Camarillo certifies that the following is true:
• The Materials Laboratory is under the responsible management of a California Registered Engineer with experience in sampling, inspection, and testing of construction materials.
• The Engineer will certify the results of all tests performed by laboratory personnel under the Engineer’s supervision.
• The Materials Laboratory is properly accredited.
• The Materials Laboratory testing personnel are appropriately certified. • Testing equipment is frequently and properly calibrated. • Materials Laboratories will comply with Section III. Independent Assurance Program (IAP) of this document.

Reporting Acceptance Test Results
• The laboratory shall report test results to the Resident Engineer (RE) as soon as possible by email or telephone.
• Copies of the complete material test result reports, including data and calculation sheets, are provided to the RE in accordance with the following timetable:

If the material is sampled … and the test performed is … submit results to the RE within … at the material plant Sieve Analysis or
Sand Equivalent (SE) or
Cleanness Value (CV)
48 hours
at the jobsite Compaction and/or maximum
density
24 hours
Sieve Analysis or
Sand Equivalent (SE) or
Cleanness Value (CV)
72 hours
R value or
Asphalt extraction
96 hours

City of Camarillo Quality Assurance Program
February 2026 Page 5 of 9
Acceptance Testing Summary Logs
The RE maintains a testing summary log for each test method performed on the project utilizing Attachment 2: Test Results Summary Log.

The logs are used by the RE to track that:
• Sampling is performed at the required frequencies.
• Acceptance tests are performed at the required frequencies. • Tester certifications are current and on file.
• All failing tests have been mitigated and documented.

Manufacturer’s Certificate of Compliance
• Various manufactured materials may be accepted for incorporation into the work without sampling or testing, based on the following:
o Visual examination of material is performed
o Supplier has furnished similar material with a history of having met specifications
o Manufacturer certification that materials comply with contract specifications o The products, materials, or assemblies do not involve structural integrity or safety to the public
• Where required by the contract specifications, the Contractor must submit a certificate of compliance and comply with Buy America certification requirements as applicable.
• Where required by the contract specifications, the Contractor must attach test data or other documents to the certificate of compliance.
• The RE may perform sampling and testing on such materials at any time. • Certificates of compliance must:
o Be submitted by the Contractor before the material is incorporated into the work;
o Accompany the material to the job site.
o Identify the lot (or heat) number for each lot delivered; o Include the contract number;
o Include test data and other documents when required.
o State that the material complies with the contract specifications; and o Be signed by the producer of the material.

List of Materials Accepted by Certificate of Compliance • The City of Camarillo uses the Caltrans 2024 Standard Specifications unless otherwise stated in the contract documents
• In accordance with Caltrans 2024 the materials listed in Attachment 3 may be accepted by Certificate of Compliance

City of Camarillo Quality Assurance Program
February 2026 Page 6 of 9
• This list may be amended by the contract Special Provisions or Technical Provisions Source Inspection and Testing
• Some manufactured or pre-fabricated structural materials will be inspected or tested prior to arrival at the jobsite, generally at the manufacturer’s location (a.k.a. source inspected).
• Structural items categorized as “catastrophic consequences of failure” or “significant safety concern” may be source inspected. Materials that might be source inspected include: structural steel, precast pre-stressed concrete girders and pilings; RCP greater than 60”, joint seals, bearing pads, lighting and signal poles, sign structures, electrical items.
• Source inspection may include asphalt concrete hot mix plants and Portland cement concrete batch plants.
• The RE may reject source inspected material at the job site if deemed not acceptable, including:
o Material damage in shipment or installation;
o Defective material (source inspection is usually a random sampling and may not have checked 100% of the material.)
• The City’s Accredited Consultant Materials Laboratory will be used to perform source inspection and testing.

Visual Inspection
• Relatively minor quantities of construction materials may be accepted without testing.
• The following 3 conditions must be met:

1. Visual examination of the material is performed.

2. The manufacturer or supplier has recently furnished similar materials found to be satisfactory using normal sampling and testing requirements.

3. The manufacturer (or supplier in the case of HMA or concrete) provides certification that the material furnished complies with the contract specifications.

Approximate Quantities that May be Accepted by Visual Inspection • Aggregates other than for use in Portland Cement Concrete, not to exceed:
o 100 tons per day, nor
o 500 tons per project
• Bituminous mixtures (example: HMA), not to exceed
o 50 tons per day
o If project total is less than 500 tons., sample at engineer’s discretion • Bituminous material (example: Liquid Asphalt), not to exceed:
o 100 gallons per project; or by Certificate of Compliance

City of Camarillo Quality Assurance Program
February 2026 Page 7 of 9

III. Independent Assurance Program (IAP)
The IAP is established in accordance with 23 CFR 637 and LAPM Section 16.11. • The IAP verifies that:
o Sampling and testing procedures are being performed correctly o All acceptance testing performed on the project uses an accredited laboratory and certified testing personnel.
o All testing equipment is in good condition and properly calibrated • The IAP duties, including certification of testers and laboratory accreditation, are executed by:

 LPA designated independent assurance person (this person shall not perform any acceptance testing),
 Caltrans,
 or an accredited Consultant (this consultant must be different from the acceptance testing consultant)
• Independent assurance samples and tests are not to be used for determining compliance with contract requirements.
• Testing with only ASTM/AASHTO material testing will require the LPA hire a separate laboratory to perform independent assurance (see LAPM 16.11.2: Independent Assurance (IA) Program).

Laboratory Accreditation
• The acceptance testing materials laboratory must participate and comply with one or more of the following Correlation Testing Programs:
o AASHTO resource (formerly AMRL)
o Cement and Concrete Reference Laboratory (CCRL)
o Caltrans Reference Samples Program (RSP)
• The Acceptance Testing Laboratory Accreditation occurs annually or per issuance agency.
• A current copy of the laboratory’s accreditation certificate is kept in the project records.

Tester Certification
• Sampling and testing personal are certified for a maximum of 5 years by one or more of the following Personnel Certification Programs (depending on the test being performed):
 CT METS IA Representative (through Caltrans’ Joint Training and Certification Program (JTCP)

City of Camarillo Quality Assurance Program
February 2026 Page 8 of 9
 American Concrete Institute
 National Institute of Certification of Engineering Technologies • The LPA’s designated and qualified independent assurance person may not perform acceptance testing.
• A copy of each tester’s current and applicable certifications is kept in the project files.

Equipment Calibration
Laboratory testing equipment will be:
• Capable of performing the tests required.
• Be in good working order.
• Be calibrated at least once each year, and more frequently if required by test method or manufacturer’s recommendation.
• Be calibrated by impartial means using devices of accuracy traceable to the National Institute of Standards and Technology.
• Have a decal firmly affixed to each piece of equipment showing:
o Equipment Identification Number
o Calibration Date
o Calibration Expiration/Due
o Calibrator Name/Company Name
IV. Project QAP Records
Project records will have on file pertinent quality assurance documents which may include, but are not limited to (see LAPM 16.3.1: Organization of Project Records for more details):
• Copy of Quality Assurance Plan
• Certificates of Proficiency
• Certificate of Accreditation for Testing Laboratory
• Notice of Materials to be Used
• Acceptance Testing Summary Logs and Test Results
• Certificates of Compliance (Buy America certification requirements as applicable; see LAPM)
• Source inspection records and reports
• Final Materials certification
All project records will be available in a single location for inspection by auditors and reviewers:
• At any time during the project
• For three years following the date of the final project voucher

City of Camarillo Quality Assurance Program
February 2026 Page 9 of 9

V. Attachments
Attachment No. 1: Sampling and Testing Frequency Table
Attachment No. 2: Acceptance Testing Result Summary Log Attachment No. 3: Materials Requiring a Certificate of Compliance

Attachment No. 1 Sampling and Testing Frequency
Sampling and Testing Frequency Table
for projects OFF the SHS
Sampling and Testing Frequency Table
for projects OFF the SHS.

HOT MIX ASPHALT (HMA) / ASPHALT CONCRETE (AC)
Quality Characteristic Test Method Minimum Sampling and Testing Frequency Location/Time of Sampling Aggregate Gradation (Sieve) CT 202 / T30
1 Per 750 Tons or Part Thereof; Minimum 1 per day during production/placement of at least 300 tons per day.

At Plant Per CT 125 (a) Sand Equivalent CT 217 / T176
Asphalt Binder Content CT 382 / T308 Loose Mix Behind Paver Per CT 125 In-Place Density and Relative
Compaction (Nuclear )
Nuclear (b) or Cores 1 Per 250 Tons or Part Thereof; Minimum 3 per day during production/placement of at least 300 tons per day. (b); or Core Densities by CT 375
Random Locations Per CT 375 (c) ASTM D2950 or CT 375 (c) Theoretical Maximum Specific Gravity
and Density (Rice) CT 309 / T209
1 Per Day During Production/Placement of At Least 300 Tons Per Day Loose Mix Behind Paver Per CT 125 HMA Moisture Content CT 226 / CT 370 / T329
Stabilometer Value (d) CT 366
Asphalt Binder Sample per Section 92 Sample 1 Min. per day for production over 300 tons per day; See (f) regarding testing. At Plant Per CT 125
Smoothness 12-foot Straightedge As necessary to confirm contract compliance. Final Pavement Surface * Test methods determined by project specifications or Resident Engineer (RE) (a) Exact tonnage ofsample location to be determined by Random Sampling Plans (b) Compaction determined by Nuclear Density Device or Cores. Core testing required if compaction fails the nuclear test (c) Correlation between core densities and nuclear device per CT 375 required if compaction fails the nuclear test production > 1000 tons. (d) Report the average of 3 tested briquettes from a single splitsource (e) Use CT 309 to determine maximum theoretical density in lieu of CT 367 calculated maximum theoretical density (f) No testing required unless warranted by concern;sample and store until completion of project

Attachment No. 1 Sampling and Testing Frequency

SUBGRADE (DISTURBED BASEMENT SOIL) OR EMBANKMENT
Quality Characteristic Test Method Minimum Sampling and Testing Frequency Location/Time of Sampling Maximum Density and Relative
Compaction
CT 216/CT 231 or
ASTM D1557 / CT 231
1 Min. Test per 2500 sq ft and every 8 in.thickness under vehicle traveled way and shoulder 1 Min. Test
Per 150 linear foot under sidewalk
Random locations as determined by
the Engineer in place after
compaction.

AGGREGATE BASES AND SUBBASES, IMPORTED BORROW
Quality Characteristic Test Method Minimum Sampling and Testing Frequency Location/Time of Sampling Sieve Analysis CT 202
1 per 3,000 ton or 2,000 SY, 1 Min. Test Per Material Source Sample from site stockpile/plant prior
to placement. R-Value CT 301
Sand Equivalent CT 217
Maximum Density and Relative
Compaction
CT 216/CT 231 or
ASTM D1557 / CT 231 1 Min. Test per 5000 sq ft and every 8 in. thickness Random locations as determined by
the Engineer in place after
compaction.

STRUCTURE BACKFILL, SELECT BACKFILL
Quality Characteristic Test Method Minimum Sampling and Testing Frequency Location/Time of Sampling Sieve Analysis CT 202
1 Min. Test Per Material Source Sample from site stockpile/plant prior to placement R-Value CT 301
Sand Equivalent CT 217
Maximum Density and Relative
Compaction
CT 216/CT 231 or ASTM
D1557 / CT 231 1 Min. Test per 2500 sq ft and every 8 in. thickness Random locations as determined by
the Engineer in place after
compaction.

Attachment No. 1 Sampling and Testing Frequency

PORTLAND CEMENT CONCRETE (PCC) - STRUCTURAL AND SIGNAL/LIGHTING FOUNDATIONS

COARSE AGGREGATE
Quality Characteristic Test Method Minimum Sampling and Testing Frequency Location/Time of Sampling Sieve Analysis CT 202 1 Min. test per 300 cu yds and per each material source; 1 Min. test on smaller projects; If bridge, 1 Min. set per separate pour per abutment/ pier/deck.

Sample from site stockpile/plant prior
to placement Cleanness Value CT 227

FINE AGGREGATE
Quality Characteristic Test Method Minimum Sampling and Testing Frequency Location/Time of Sampling Sieve Analysis CT 202 1 Min. test per 300 cu yds and per each material source; 1 Min. test on smaller projects; If bridge, 1 Min. set per separate pour per abutment/ pier/deck.

Sample from site stockpile/plant prior
to placement Sand Equivalent CT 217

WET MIX
Quality Characteristic Test Method Minimum Sampling and Testing Frequency Location/Time of Sampling Slump/Penetration CT 533 1 Min. per cylinder set
Sample from truck/work site Cylinders CT 539/540 1 Min. set of 4 (6X12) or 5 (4X8) per 150 CY; If bridge, 1 Min. set per separate pour per abutment/pier/deck.

~
Local Assistance Procedures Manual Exhibit 16-Z2
Acceptance Testing Result Summary Log
Exhibit 16-Z2 Acceptance Testing Results Summary Log
Project Name: __________________________________________________________ Test Method Name: ___________________ Test Method Number: ___________________ Contract Number: _______________________________________________________ Test
Number Date Sampled Name of Sampler or Tester Production Test Results Remarks Tester Certification on file? Location (Stations, depths, etc) Production Quantity Represented Required Result Actual Result Pass/Fail Include action taken for any failing test result; note test number of any retest.
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25

January 2018
Attachment No. 2

Materials Requiring a Certificate of Compliance per Caltrans Standard Specifications * For those materials requiring additional information on or with the COC, see specification. Page 1 of 9 October 2024
Materials Requiring a Certificate of Compliance per Caltrans Standard Specifications Caltrans 2024 Standard
Specifications
Material Additional Info and/or
Attachments Required*
6-1.04 BUY AMERICA
6-1.04B Crumb rubber COC
6-1.04C Steel and iron materials COC + cert. mill test reports 6-1.07B Telecommunications and Video Surveillance Equipment COC 11-2 WELDING QUALITY CONTROL
11-2.03D Welding COC
11-3 WELDING FOR OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES 11-3.303 Welding COC
12-3 TEMPORARY TRAFFIC CONTROL DEVICES
12-3.03A(3) Plastic Traffic Drums COC
12-3.20A(3) Temporary Barrier System COC
12-3.23A(3) Impact Attenuator COC
12-3.32A(3) Portable CMS COC
12-3.33A(2) Portable Signal System COC
13-2 WATER POLLUTION CONTROL PROGRAM
13-9 TEMPORARY CONCRETE WASHOUTS
13-9.01C Fabric bags for gravel-filled bags COC
Plastic liner COC
13-10 TEMPORARY LINEAR SEDIMENT BARRIERS
13-10.01C Fiber rolls COC
Silt fence fabrics COC
Sediment filter bags COC
Foam barriers COC
Fabric for gravel-filled bags COC
Compost Socks COC
16-2.03 TEMPORARY HIGH-VISIBILITY FENCES
16-2.03A(3) High-visibility fabric COC
18 DUST PALLIATIVES
18-1.01C Dust suppressant COC
Dust control binders COC
Fibers COC
20 LANDSCAPE
20-2 IRRIGATION
Attachment No. 3

Materials Requiring a Certificate of Compliance per Caltrans Standard Specifications * For those materials requiring additional information on or with the COC, see specification. Page 2 of 9 October 2024
Caltrans 2024 Standard
Specifications
Material Additional Info and/or
Attachments Required*
20-2.08A(3) Polyethylene pipe COC
Plastic pipe supply line COC
20-3 PLANTING
20-3.01A(3)(c) Sod COC
Soil amendment COC
Plant tubes COC
20-5 LANDSCAPE ELEMENTS
20-5.03A(1)(c) Filter fabric COC + product data
20-5.03D(1)(c) Solidifying emulsion COC + product data & samples 20-5.04A(3) Wood mulch COC + sample & authorization
21-2 EROSION CONTROL WORK
21-2.01C(1) Straw COC
Weed-free straw COC + cert. of quarantine
Fiber COC

RECP COC
Fasteners COC
Hydraulically applied erosion control materials Submit records 21-2.01C(2) Compost Submit reports
21-2.01C(3) Seed Submit reports
21-2.01C(4) Tackifier COC + SDS + Reports
Bonded fiber matrix COC + SDS + Reports
21-2.01C(5) Fiber Reinforced Matrix COC + Manufacturer information 24 STABILIZED SOILS
24-1.01C(1) Stabilizing agent COC + sample
24-3 CEMENT STABILIZED SOIL
24-3.01C Cement COC + sample
30-4 FULL DEPTH RECYCLING - CEMENT
30-4.01C(2) Cement COC
30-5 PARTIAL DEPTH RECYCLING
30-5.01C(3) Recycling agent COC + SDS + test results
Cement COC + SDS
Other Additives COC + SDS
Attachment No. 3

Materials Requiring a Certificate of Compliance per Caltrans Standard Specifications * For those materials requiring additional information on or with the COC, see specification. Page 3 of 9 October 2024
Caltrans 2024Standard
Specifications
Material Additional Info and/or
Attachments Required*
36-2 BASE BOND BREAKER
36-2.01C Base bond breaker COC
37 SEAL COATS
37-1.01C Asphalt binder COC + test results
Asphalt emulsion COC + test results
37-2 CHIP SEALS
37-2.04A(3) Asphalt rubber binder ingredients COC + test results+ Submittals 37-3 SLURRY SEALS AND MICRO-SURFACINGS
37-3.01A(3) Asphaltic emulsion COC + samples & test results Polymer modified asphaltic emulsion COC + samples & test results Micro-surfacing emulsion COC + sample & test results
37-5 PARKING AREA SEALS
37-5.01C Parking area seal material COC + sample & test results 37-6 CRACK TREATMENTS
37-6.01C Crack treatment materials COC or sample & test results 39-2 HOT MIX ASPHALT
39-2.01A(3)(f) Liquid antistrip COC + sample & production data 39-2.03A(3)(c) Crumb rubber modifier COC + test results Asphalt modifier COC + test results
39-2.03B(3)(c) Crumb rubber modifier COC + test results 39-2.05A(1)(c) Asphaltic emulsion COC + test results+sample 40 CONCRETE PAVEMENT
40-1.01C(2) Tie bars COC
Splice couplers for threaded bars COC
Dowel bars COC
Tie bar baskets COC
Dowel bar baskets COC
Joint filler COC
Epoxy-powder coating COC
41 EXISTING CONCRETE PAVEMENT
41-1.01C Fast-setting concrete COC + SDS & instructions Polyester resin binder COC + SDS & instructions
Bonding agent COC + SDS & instructions
Attachment No. 3

Materials Requiring a Certificate of Compliance per Caltrans Standard Specifications * For those materials requiring additional information on or with the COC, see specification. Page 4 of 9 October 2024
Caltrans 2024 Standard
Specifications
Material Additional Info and/or
Attachments Required*
41-5 JOINT SEALS
41-5.01C Liquid joint sealant COC + SDS & instructions
Backer rods COC + SDS & instructions
Compression joint seal COC + SDS & instructions
Lubricant adhesives COC + SDS & instructions
41-10 DRILL AND BOND BARS
41-10.01C Tie bars COC
Dowel bars COC
Dowel bar lubricant COC
Chemical adhesive COC
Epoxy powder coating COC
47-6 ALTERNATIVE EARTH RETAINING SYSTEMS
47-6.01C(3) Alternative earth retaining system COC
48-2 FALSEWORK
48-2.01C(1) Structural composite lumber COC + submittals Timber COC + submittals
48-4 TEMPORARY DECKING
48-4.01C Temporary decking materials COC
49-2 DRIVEN PILING
49-2.02A(3)(d) Steel pipe piles COC + tests & mill reports 49-2.03A(3) Structural shape steel piling COC + test reports 51 CONCRETE STRUCTURES
51-1.01C(3) Bonding materials COC or sample & authorization 51-1.01C(5) Chemical adhesive COC + SDS + Instructions
51-2 JOINTS
51-2.01A(3) Acetal copolymer material for snowplow deflectors COC 51-2.02B(1)(c) Joint seals, backer rods, and primer COC + SDS + Instructions 51-2.02C(1)(c) Elastomeric joint seal COC + test reports Lubricant-adhesive COC + test reports
51-2.02D(1)(c) Joint seal materials COC + authorization 51-2.02E(1)(c)(iii) Joint seal assembly materials COC
51-2.02F(1)(c)(iv) Material used in the joint seals COC + test reports 51-2.04A(3) Waterstop material COC + a statement
Attachment No. 3

Materials Requiring a Certificate of Compliance per Caltrans Standard Specifications * For those materials requiring additional information on or with the COC, see specification. Page 5 of 9 October 2024
Caltrans 2024 Standard
Specifications
Material Additional Info and/or
Attachments Required*
51-3 BEARINGS
51-3.02A(3)(c)(ii) Plain elastomeric bearing pads COC + test reports 51-3.02A(3)(c)(iii) Steel-reinforced elastomeric bearing pads COC + test reports 51-3.03A(3)(a) Materials used in PTFE bearings COC + test reports + statement 51-4 PRECAST CONCRETE MEMBERS
51-4.01C(1) Concrete box culvert COC
52 REINFORCEMENT
52-1.01C(3) Reinforcement (rebar) COC + mill test report 52-2 EPOXY-COATED REINFORCEMENT
52-2.02A(3)(c) Epoxy-coated reinforcement COC + submittals Patching material COC + a statement
52-2.023A(3)(c) Epoxy-coated reinforcement COC + submittals Patching material COC + a statement
52-5.01C(2)(b) Headed bar reinforcement COC + test samples 52-5.01C(4) Headed bar reinforcement COC + test reports 52-6 SPLICING
52-6.01C(3)(b) Service and butt splice samples COC + samples 52-6.01C(5) Service or butt splice material COC + submittals 54 WATERPROOFING
54-3 PREFORMED MEMBRANE WATERPROOFING
54-3.01C Preformed membrane sheet COC + report
54-5 DECK SEAL
54-5.01C Preformed membrane sheet COC + report
55 STEEL STRUCTURES
55-1.01c(1) Steel materials used COC + Test reports
57-2 WOOD STRUCTURES
57-2.01A(3) Timber and lumber COC + report
Glued laminated timbers/decking COC
57-3 PLASTIC LUMBER STRUCTURES
57-3.01C(1) Plastic lumber COC + test report & sample
58-2 MASONRY BLOCK
58-2.01C(7) CMUs COC
Aggregate for grout COC
Grout COC
Attachment No. 3

Materials Requiring a Certificate of Compliance per Caltrans Standard Specifications * For those materials requiring additional information on or with the COC, see specification. Page 6 of 9 October 2024
Caltrans 2024 Standard
Specifications
Material Additional Info and/or
Attachments Required*
59 STRUCTURAL STEEL COATINGS
59-1.01C Blast cleaning material COC + SDS
59-5 THERMAL SPRAY COAT STRUCTURAL STEEL
59-5.01C(1) Wire feedstock COC
60-3.04B POLYESTER CONCRETE OVERLAYS
60-3.04B(1)(c) Methacrylate resins COC + samples & test report Polyester resins COC + samples & test report
Aggregates COC + samples & test report
60-3.05B(1)(c) Filler material and bonding agents COC + samples 61-2 CULVERT AND DRAINAGE PIPE JOINTS
61-2.01C Joint systems COC + test results & reports
Couplers COC + test results & reports
62 STORMWATER TREATMENT
62-1.01C Source material COC
62-3.01C Source material COC
64 PLASTIC PIPE
64-1.01C Plastic pipe COC + report
65-2 REINFORCED CONCRETE PIPE
65-2.01C RCP, direct design method COC + report
66 CORRUGATED METAL PIPE
66-1.01C Corrugated steel materials COC
Corrugated aluminum materials COC
67-3 METAL LINE PLATE PIPE
67-2.01C Structural metal plate pipe, arches, and pipe arches COC + Instructions 67-3.01C Metal liner plate pipe COC + mill test reports 68 SUBSURFACE DRAINS
68-1.01C Subsurface drain COC
68-2 UNDERDRAINS
68-2.01C Pipe COC
Tubing COC
Fittings COC
68-7 GEOCOMPOSITE DRAIN SYSTEMS
68-7.01C Geocomposite drain COC + flow capability graph 68-8.01C(1) Prefabricated vertical drain COC+ Test samples Attachment No. 3

Materials Requiring a Certificate of Compliance per Caltrans Standard Specifications * For those materials requiring additional information on or with the COC, see specification. Page 7 of 9 October 2024
Caltrans 2024 Standard
Specifications
Material Additional Info and/or
Attachments Required*
69 OVERSIDE DRAINS
69-1.01C Steel COC
Aluminum COC
Plastic COC
70-6 GRATED LINE DRAINS
70-6.01C Grated line drains COC + Report
71-3.09 MACHINE SPIRAL WOUND PVC PIPELINERS
71-3.09A(1)(c) Each reel of PVC strip COC + Report
72-16 GABIONS
72-16.01C Gabion basket COC
PVC coating COC
74 PUMPING EQUIPMENT AND CONTROLS
74-2.01C(3) Impeller balancing and drainage pump tests COC + Report 75-3 MISCELLANEOUS BRIDGE METAL
75-3.01C(1) Anchorage devices COC
75-3.01C(2) BRIDGE DECK DRAINAGE SYSTEM
75-3.01C(2) Fiberglass pipe and fittings COC + Test results 80-3 CHAIN LINK FENCES
80-3.01C Protective coating system COC
Posts and braces COC + Report
81 MISCELLANEOUS TRAFFIC CONTROL DEVICES
81-2 DELINEATORS
81-2.01C Metal target plates COC
Enamel coating COC
81-3 PAVEMENT MARKERS
81-3.01C Pavement markers COC
82 SIGNS AND MARKERS
82-2 SIGN PANELS
82-2.01C Aluminum sheeting COC
Retroreflective sheeting COC
Color imaging methods and film COC
Protective overlay film COC
Attachment No. 3

Materials Requiring a Certificate of Compliance per Caltrans Standard Specifications * For those materials requiring additional information on or with the COC, see specification. Page 8 of 9 October 2024
Caltrans 2024 Standard
Specifications
Material Additional Info and/or
Attachments Required*
82-5 MARKERS
82-5.01C Metal target plates COC
Enamel coating COC
Retroreflective sheeting COC
83-2 METAL RAILINGS AND BARRIERS
83-2.08A(3) Tubular railing components COC + Shop drawings 83-3 CONCRETE BARRIERS
83-3.01C Type 60K portable concrete barrier COC or test reports 84-2 TRAFFIC STRIPES AND PAVEMENT MARKINGS
84-2.01C Stripe material COC + SDS + Instructions
Primer COC + SDS + Instructions
Glass beads COC + SDS + Instructions
Thermoplastic COC + SDS + test results

DIVISION X ELECTRICAL WORK
86-1.01C(6) Signal heads COC + test data
86-1.01C(8) Visors COC + test data
87-2 LIGHTING SYSTEMS
87-2.01C High mast lighting luminaires COC + test data
90 CONCRETE
90-1.01C(3) Cementitious materials COC
Blended cement COC + SCM weight
90-1.01C(4) Admixture COC + authorization
90-1.01C(5) Curing compound COC + test samples
90-1.01C(12) Cast-In-Place structural concrete material COC 90-1.01C(13) Polymer Fibers COC + Instructions
90-2 MINOR CONCRETE
90-2.01C Minor concrete COC + weighmaster cert
90-3 RAPID STRENGTH CONCRETE
90-3.01C(3) Aggregate COC + weighmaster cert
Cementitious materials COC + weighmaster cert
Admixtures COC + weighmaster cert
90-4 PRECAST CONCRETE
90-4.01C(2) and
90-4.01D(2)(a)
Cementitious materials COC + app. signature
Precast members (each) COC + app. signature
Curing compound COC + test samples
Attachment No. 3

Materials Requiring a Certificate of Compliance per Caltrans Standard Specifications * For those materials requiring additional information on or with the COC, see specification. Page 9 of 9 October 2024
Caltrans 2024 Standard
Specifications
Material Additional Info and/or
Attachments Required*
94 ASPHALTIC EMULSIONS
94-1.01C Asphaltic emulsion COC + reports
95 EPOXY
95-1.01C Epoxy COC
96 GEOSYNTHETICS
95-1.01C(1) Geosynthetic COC + test samples
Attachment No. 3

Project No. ST-5006, CML-5393(036)
Appendices
APPENDIX I – RECORD DRAWINGS

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