HomeMy WebLinkAboutK - Preliminary Water Quality Management PlanPreliminary Water Quality Management
Plan
For:
BEECH AVENUE INDUSTRIAL PROJECT
RWQCB ORDER NO. TBD
Prepared for:
Ares Management LLC.
4675 MacArthur Court, Suite 625
Newport Beach, CA 92660
Prepared by:
JLC Engineering and Consulting, Inc.
41660 Ivy Street, Suite A
Murrieta, CA 92562
951-304-9552
Submittal Date: April 11, 2022
Approval Date:
AIREF BEECH LOGISTICS CENTER LP
Water Quality Management Plan (WQMP)
Owner’s Certification
Project Owner’s Certification
This Water Quality Management Plan (WQMP) has been prepared on behalf of Westland Group by JLC
Engineering & Consulting, Inc. The WQMP is intended to comply with the requirements of the San
Bernardino County and the NPDES Areawide Stormwater Program requiring the preparation of a WQMP.
The undersigned, while it owns the subject property, is responsible for the implementation of the
provisions of this plan and will ensure that this plan is amended as appropriate to reflect up-to-date
conditions on the site consistent with San Bernardino County’s Municipal Storm Water Management
Program and the intent of the NPDES Permit for San Bernardino County and the incorporated cities of San
Bernardino County within the Santa Ana Region. Once the undersigned transfers its interest in the
property, its successors in interest and the city/county shall be notified of the transfer. The new owner will
be informed of its responsibility under this WQMP. A copy of the approved WQMP shall be available on
the subject site in perpetuity.
“I certify under a penalty of law that the provisions (implementation, operation, maintenance, and funding)
of the WQMP have been accepted and that the plan will be transferred to future successors.”
.
Project Data
Permit/Application
Number(s): TBD Grading Permit Number(s): TBD
Tract/Parcel Map
Number(s): TBD Building Permit Number(s): TBD
NW Corner of Beech Ave and Pacific Electric Trail, Fontana, CA APN 1110-161-12, 1110-161-13,
1110-161-14
Owner’s Signature
Owner Name: Ares Management LLC, c/o Peter Schafer
Title Vice President
Company Ares Management LLC
Address 4675 MacArthur Court, Suite 625, Newport Beach, CA 92660
Email pschafer@aresmgmt.com
Telephone # 949.892.4904
Signature Date
Water Quality Management Plan (WQMP)
Contents
Preparer’s Certification
Project Data
Permit/Application
Number(s): TBD Grading Permit Number(s): TBD
Tract/Parcel Map
Number(s): TBD Building Permit Number(s): TBD
NW Corner of Beech Ave and Pacific Electric Trail, Fontana, CA APN 1110-161-12, 1110-161-
13, 1110-161-14
“The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control
measures in this plan were prepared under my oversight and meet the requirements of Regional Water Quality
Control Board Order No. R8-2010-0036.”
Engineer: Joseph L. Castaneda PE Stamp Below
Title Professional Engineer
Company JLC Engineering and Consulting, Inc.
Address 41660 Ivy Street, Suite A, Murrieta, CA 92562
Email joe@jlcengineering.com
Telephone # 951-304-9552
Signature
Date 04/11/2022
Water Quality Management Plan (WQMP)
Contents i
Table of Contents
Section 1 Discretionary Permits ......................................................................................... 1-2
Section 2 Project Description ............................................................................................... 2-1
2.1 Project Information ........................................................................................ 2-1
2.2 Property Ownership / Management .............................................................. 2-2
2.3 Potential Stormwater Pollutants ................................................................... 2-3
2.4 Water Quality Credits ........ ……………………………………………………………………………. 2-4
Section 3 Site and Watershed Description ......................................................................... 3-1
Section 4 Best Management Practices ................................................................................ 4-1
4.1 Source Control BMP ....................................................................................... 4-1
4.1.1 Pollution Prevention ................................................................................... 4-2
4.1.2 Preventative LID Site Design Practices ....................................................... 4-6
4.2 Project Performance Criteria......................................................................... 4-7
4.3 Project Conformance Analysis ....................................................................... 4-15
4.3.1 Site Design Hydrologic Source Control BMP .............................................. 4-16
4.3.2 Infiltration BMP .......................................................................................... 4-18
4.3.3 Harvest and Use BMP .................................................................................. 4-24
4.3.4 Biotreatment BMP....................................................................................... 4.25
4.3.5 Conformance Summary ............................................................................... 4-29
4.3.6 Hydromodification Control BMP ............................................................... 4-34
4.4 Alternative Compliance Plan (if applicable) ................................................. 4-35
Section 5 Inspection & Maintenance Responsibility Post Construction BMPs ................. 5-1
Section 6 WQMP Attachments ............................................................................................ 6-1
6.1 Site Plan and Drainage Plan........................................................................... 6-2
6.2 Electronic Data Submittal ............................................................................. 6-3
6.3 Post Construction (O&M and BMP Agreement) ........................................... 6-4
6.4 Water Quality Documentation ...................................................................... 6-5
6.5 Precipitation .................................................................................................. 6-7
6.6 Infiltration Testing ........................................................................................ 6-8
6.7 Hydrologic Conditions of Concern ................................................................ 6-9
6.8 Education Materials ....................................................................................... 6-30
6.9 Vicinity Map ................................................................................................... 6-31
6.10 Receiving Waters Map .................................................................................. 6-32
6.11 Improvement Plans....................................................................................... 6-33
6.12 Preliminary WQMP ...................................................................................... 6-33
6.13 Hydrologic Soils Map .................................................................................... 6-34
Water Quality Management Plan (WQMP)
1-1
Forms
Form 1-1 Project Information ............................................................................................... 1-2
Form 2.1-1 Description of Proposed Project ......................................................................... 2-1
Form 2.2-1 Property Ownership/Management ..................................................................... 2-2
Form 2.3-1 Pollutants of Concern ......................................................................................... 2-3
Form 2.4-1 Water Quality Credits ......................................................................................... 2-4
Form 3-1 Site Location and Hydrologic Features ................................................................. 3-1
Form 3-2 Hydrologic Characteristics .................................................................................... 3-2
Form 3-3 Watershed Description .......................................................................................... 3-4
Form 4.1-1 Non-Structural Source Control BMP ................................................................... 4-2
Form 4.1-2 Structural Source Control BMP .......................................................................... 4-4
Form 4.1-3 Site Design Practices Checklist ........................................................................... 4-6
Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume ............................. 4-7
Form 4.2-2 Summary of HCOC Assessment .......................................................................... 4-10
Form 4.2-3 HCOC Assessment for Runoff Volume ............................................................... 4-11
Form 4.2-4 HCOC Assessment for Time of Concentration .................................................. 4-12
Form 4.2-5 HCOC Assessment for Peak Runoff .................................................................... 4-13
Form 4.3-1 Infiltration BMP Feasibility ................................................................................ 4-15
Form 4.3-2 Site Design Hydrologic Source Control BMP ..................................................... 4-16
Form 4.3-3 Infiltration LID BMP ........................................................................................... 4-18
Form 4.3-4 Harvest and Use BMP ......................................................................................... 4-24
Form 4.3-5 Selection and Evaluation of Biotreatment BMP ................................................ 4-25
Form 4.3-6 Volume Based Biotreatment – Bioretention and Planter Boxes w/Underdrains 4-26
Form 4.3-7 Volume Based Biotreatment- Constructed Wetlands and Extended Detention 4-27
Form 4.3-8 Flow Based Biotreatment ................................................................................... 4-28
Form 4.3-9 Conformance Summary and Alternative Compliance Volume Estimate .......... 4-29
Form 4.3-10 Hydromodification Control BMP ..................................................................... 4-34
Form 5-1 BMP Inspection and Maintenance ........................................................................ 5-1
Water Quality Management Plan (WQMP)
1-2
Section 1 Discretionary Permit(s)
Form 1-1 Project Information
Project Name Beech Avenue Industrial Site
Project Owner Contact Name: Ares Management LLC, c/o Peter Schafer
Mailing
Address:
4675 MacArthur Court, Suite 625,
Newport Beach, CA 92660
E-mail
Address: pschafer@aresmgmt.com Telephone: 949.892.4904
Permit/Application Number(s): TBD Tract/Parcel Map Number(s): TBD
Additional Information/
Comments: APN 1110-161-12, 1110-161-13, 1110-161-14
Description of Project: The project is a proposed development project that will construct approximately 185,300 sf
of industrial building, parking area and storm drain facilities.
Provide summary of Conceptual
WQMP conditions (if previously
submitted and approved). Attach
complete copy.
The project is required during the entitlement phase to identify the proposed structures and
improvements for the project site. The City of Fontana will evaluate the project conceptual
design to ensure that the project will meet land use requirements, ordinance, and policies.
As part of the entitlement process the City of Fontana requires a Preliminary WQMP to be
submitted and reviewed as part of the conceptual design. The Preliminary WQMP will be
used to develop Conditions of Approval.
AIREF Beech Logistics Center LP
Water Quality Management Plan (WQMP)
2-1
Section 2 Project Description
2.1 Project Information
Project Overview
The project site utilizes the minimum impervious area feasible for the site based on implementing City of
Fontana ordinances and policies. The project is incorporating one subsurface infiltration basin that will be used
to store the water quality volume. The subsurface storage systems will store water quality runoff volume and
additional runoff will be allowed to flow into the proposed Rose Avenue storm drain system. The project has
identified one Drainage Areas that requires treatment, Area A. This project is exempt from hydromodifications
based on the San Bernardino County “Stormwater Facility Mapping Tool.” A printout of the mapping tool is
included in Section 6.7.
It should be noted that the project has high infiltration potential based on the soils & infiltration report. The
subsurface storage system was located in the project site had the highest infiltration potential. Based on the
soils and infiltration studies groundwater was not encountered. The soils report indicates that the groundwater
is at approximately 245 feet in depth based on the closest well location.
Water Quality Management Plan (WQMP)
2-2
Form 2.1-1 Description of Proposed Project
1 Development Category (Select all that apply):
Significant re-development
involving the addition or
replacement of 5,000 ft2 or
more of impervious surface on
an already developed site
New development involving
the creation of 10,000 ft2 or
more of impervious surface
collectively over entire site
Automotive repair
shops with standard
industrial classification (SIC)
codes 5013, 5014, 5541,
7532- 7534, 7536-7539
Restaurants (with SIC
code 5812) where the land
area of development is
5,000 ft2 or more
Hillside developments of
5,000 ft2 or more which are
located on areas with known
erosive soil conditions or
where the natural slope is
25 percent or more
Developments of 2,500 ft2
of impervious surface or more
adjacent to (within 200 ft) or
discharging directly into
environmentally sensitive areas
or waterbodies listed on the
CWA Section 303(d) list of
impaired waters.
Parking lots of 5,000 ft2
or more exposed to storm
water
Retail gasoline outlets
that are either 5,000 ft2 or
more, or have a projected
average daily traffic of 100
or more vehicles per day
Non-Priority / Non-Category Project May require source control LID BMPs and other LIP requirements. Please consult with local
jurisdiction on specific requirements.
2 Project Area (ft2): 383,763.6 3 Number of Dwelling Units: 0 4 SIC Code: N/A
5 Is Project going to be phased? Yes No If yes, ensure that the WQMP evaluates each phase as a distinct DA, requiring LID
BMPs to address runoff at time of completion.
6 Does Project include roads? Yes No If yes, ensure that applicable requirements for transportation projects are addressed (see
Appendix A of TGD for WQMP)
Water Quality Management Plan (WQMP)
2-3
2.2 Property Ownership/Management
Form 2.2-1 Property Ownership/Management
Describe property ownership/management responsible for long-term maintenance of WQMP stormwater facilities:
The entire site is proposed to be owned and maintained by the applicant. As a result, the long term maintenance
will be the responsibility of the property owner.
Water Quality Management Plan (WQMP)
2-4
2.3 Potential Stormwater Pollutants
Form 2.3-1 Pollutants of Concern
Pollutant
Please check:
E=Expected, N=Not
Expected
Additional Information and Comments
Pathogens (Bacterial / Virus) E N Domestic Refuse
Nutrients - Phosphorous E N Fertilizers
Nutrients - Nitrogen E N Fertilizers
Noxious Aquatic Plants E N The proposed development does not include any areas where water
will be standing long enough to allow the growth of aquatic plants.
Sediment E N Pavement and Landscaped Areas
Metals E N Motor Vehicles
Oil and Grease E N Motor Vehicles
Trash/Debris E N Outdoor Trash Receptacles, Open Parking Lot
Pesticides / Herbicides E N Landscaped Areas
Organic Compounds E N Motor Vehicles, Fertilizers
Other: Oxygen Demanding
Compounds E N Motor Vehicles
Other: Solvents E N Motor Vehicles
Other: E N
Other: E N
Other: E N
Water Quality Management Plan (WQMP)
2-5
2.4 Water Quality Credits
Form 2.4-1 Water Quality Credits
1 Project Types that Qualify for Water Quality Credits: Select all that apply
Redevelopment projects that
reduce the overall impervious
footprint of the project site.
[Credit = % impervious reduced]
Higher density
development projects
Vertical density [20%]
7 units/ acre [5%]
Mixed use development,
(combination of residential,
commercial, industrial, office,
institutional, or other land uses
which incorporate design principles
that demonstrate environmental
benefits not realized through single
use projects) [20%]
Brownfield
redevelopment
(redevelop real property
complicated by presence
or potential of hazardous
contaminants) [25%]
Redevelopment projects in
established historic district,
historic preservation area, or
similar significant core city center
areas [10%]
Transit-oriented
developments (mixed use
residential or commercial
area designed to maximize
access to public
transportation) [20%]
In-fill projects (conversion of
empty lots & other underused
spaces < 5 acres, substantially
surrounded by urban land uses, into
more beneficially used spaces, such
as residential or commercial areas)
[10%]
Live-Work
developments (variety of
developments designed
to support residential and
vocational needs) [20%]
2 Total Credit 0% (Total all credit percentages up to a maximum allowable credit of 50 percent)
Description of Water Quality
Credit Eligibility (if applicable)
Project is redeveloping a project site and is not planning to request any credits.
The proposed project will not utilize any water quality credits.
Water Quality Management Plan (WQMP)
3-1
Section 3 Site and Watershed Description
Form 3-1 Site Location and Hydrologic Features
Site coordinates take GPS
measurement at approximate
center of site
Latitude
34.106°
Longitude
117.471° Thomas Bros Map Page n/a
1 San Bernardino County climatic region: Valley Mountain
2 Does the site have more than one drainage area (DA): Yes No If no, proceed to Form 3-2. If yes, then use this form to show a
conceptual schematic describing DMAs and hydrologic feature connecting DMAs to the site outlet(s). An example is provided below that can be
modified for proposed project or a drawing clearly showing DMA and flow routing may be attached
Conveyance Briefly describe on-site drainage features to convey runoff that is not retained within a DMA
Water Quality Management Plan (WQMP)
3-2
Form 3-2 Existing Hydrologic Characteristics for Drainage Area A
For Drainage Area 1’s sub-watershed DMA,
provide the following characteristics A
1 DMA drainage area (ft2) 383,763.6
2 Existing site impervious area (ft2)* 383,763.6
3 Antecedent moisture condition For desert
areas, use
http://www.sbcounty.gov/dpw/floodcontrol/pdf/2
0100412_map.pdf
1
4 Hydrologic soil group Refer to Watershed
Mapping Tool –
http://permitrack.sbcounty.gov/wap/
A
5 Longest flowpath length (ft) 450
6 Longest flowpath slope (ft/ft) 0.01
7 Current land cover type(s) Select from Fig C-3
of Hydrology Manual
Undeveloped
fallow land
8 Pre-developed pervious area condition:
Based on the extent of wet season vegetated cover
good >75%; Fair 50-75%; Poor <50% Attach photos
of site to support rating
Undeveloped
fallow land Fair
Cover
Water Quality Management Plan (WQMP)
3-3
Form 3-3 Watershed Description for Drainage Area
Receiving waters
Refer to Watershed Mapping Tool -
http://permitrack.sbcounty.gov/wap/
See ‘Drainage Facilities” link at this website
Wst Fontana Channel
San Sevaine Channel
Santa Ana River - Reach 3
Santa Ana River - Reach 2
Santa Ana River - Reach 1
Applicable TMDLs
Refer to Local Implementation Plan None
303(d) listed impairments
Refer to Local Implementation Plan and Watershed
Mapping Tool –
http://permitrack.sbcounty.gov/wap/ and State
Water Resources Control Board website –
http://www.waterboards.ca.gov/santaana/water_iss
ues/programs/tmdl/index.shtml
Copper, Indicator Bacteria, Lead, pH,
Environmentally Sensitive Areas (ESA)
Refer to Watershed Mapping Tool –
http://permitrack.sbcounty.gov/wap/
N/A
Unlined Downstream Water Bodies
Refer to Watershed Mapping Tool –
http://permitrack.sbcounty.gov/wap/
Santa Ana River
Hydrologic Conditions of Concern
Yes Complete Hydrologic Conditions of Concern (HCOC) Assessment. Include Forms
4.2-2 through Form 4.2-5 and Hydromodification BMP Form 4.3-10 in submittal
No
Watershed–based BMP included in a RWQCB
approved WAP
Yes Attach verification of regional BMP evaluation criteria in WAP
• More Effective than On-site LID
• Remaining Capacity for Project DCV
• Upstream of any Water of the US
• Operational at Project Completion
• Long-Term Maintenance Plan
No
Water Quality Management Plan (WQMP)
4-1
Section 4 Best Management Practices (BMP)
4.1 Source Control BMP
4.1.1 Pollution Prevention
All applicable non-structural and structural source control Best Management Practices for this project are listed
in the following Forms 4.1-1 and 4.1-2.
Water Quality Management Plan (WQMP)
4-2
Form 4.1-1 Non-Structural Source Control BMPs
Identifier Name
Check One Describe BMP Implementation OR,
if not applicable, state reason Included Not
Applicable
N1 Education of Property Owners, Tenants
and Occupants on Stormwater BMPs Educational material will be provided to employees at time of hire.
N2 Activity Restrictions
Acitivty restirctions will be enforced, including requiring dumpster lids to be closed at all
times; and prohibit blowing, sweeping, or hosing of debris into streets, storm drain
inlets, or infiltration basin. Project will provide onsite trash enclosure will require
maintenance on a daily basis. Onsite car washes shall be prohibited.
N3 Landscape Management BMPs The landscaped areas within the project site are to be tended to and maintained by
outside contractor. Landscape maintenance shall including mowing and trimming.
N4 BMP Maintenance BMP maintenance will be provided by the project site owner and will take place at a
minimum of twice a year and after any major rainfall event.
N5 Title 22 CCR Compliance
(How development will comply)
The project site does not incorporate hazardous waste.
N6 Local Water Quality Ordinances The project will comply with the City of Fontana Water Quality Ordinances, ensuring
clean stormwater discharges to public properties.
N7 Spill Contingency Plan There will be no hazardous materials stored onsite that require a spill contingency plan.
N8 Underground Storage Tank Compliance The project site does not incorporate underground storage tanks.
N9 Hazardous Materials Disclosure
Compliance
The project site will not incorporate hazardous materials onsite.
Water Quality Management Plan (WQMP)
4-3
Form 4.1-1 Non-Structural Source Control BMPs
Identifier Name
Check One Describe BMP Implementation OR,
if not applicable, state reason Included Not
Applicable
N10 Uniform Fire Code Implementation The project will implement unifrm fire codes.
N11 Litter/Debris Control Program The project will implement the maintenance and removal of littler from common areas
by private contractor that will collect trash weekly.
N12 Employee Training Training will be required within 6 months of hire dates for new employees, and then
annually thereafter. Project site owner will be required to educate and train new
employees.
N13 Housekeeping of Loading Docks The project will incorporate housekeeping of loading docks.
N14 Catch Basin Inspection Program
The project site will incorporate a catch basin inspection program that will be done by a
private contractor semi annually by visual inspection of facilities. The intent of the
program is to ensure catch basin insert are cleaned and operational, identify any illegal
dumping or identify any illicit discharges.
N15 Vacuum Sweeping of Private Streets and
Parking Lots
The project will incoporate street sweeping along the common street and parking lot
areas. Street sweeping shall be done on a bi-monthly basis and it is recommended to be
performed after waste management company picks-up trash for the project area.
N16 Other Non-structural Measures for Public
Agency Projects
The project is not a Public Agency Project.
N17 Comply with all other applicable NPDES
permits
The project will comply with all other applicable NPDES permits.
Water Quality Management Plan (WQMP)
4-4
Form 4.1-2 Structural Source Control BMPs
Identifier Name
Check One Describe BMP Implementation OR,
If not applicable, state reason Included Not
Applicable
S1 Provide storm drain system stencilling and signage
(CASQA New Development BMP Handbook SD-13)
The project will place stencilling/signage at storm drain inlet locations with
language stating “No Dumping – Drains to River” or the most current language
implemented by City of Colton to discouraging the illegal dumping of improper
materials. Stenciling shall be inspected annually to ensure legibility.
S2
Design and construct outdoor material storage
areas to reduce pollution introduction (CASQA
New Development BMP Handbook SD-34)
The project site does not produce pollutates which require specialized handling or
storage. Materials are stored in garages.
S3
Design and construct trash and waste storage
areas to reduce pollution introduction (CASQA
New Development BMP Handbook SD-32)
The project site will have individual receptacles for each unit, and the receptacles
shall be required to be closed and/or covered at all times.
S4
Use efficient irrigation systems & landscape
design, water conservation, smart controllers, and
source control (Statewide Model Landscape
Ordinance; CASQA New Development BMP
Handbook SD-12)
Landscaped irrigation systems will be designed efficiently to reduce excessive
runoff (i.e. drought tolerant landscaping and/or drip system irrigation).
S5
Finish grade of landscaped areas at a minimum of
1-2 inches below top of curb, sidewalk, or
pavement
Landscaped areas will incorporate a minimum of 1-2" below top of
curb/sidewalk/pavement and top of landscape areas.
S6
Protect slopes and channels and provide energy
dissipation (CASQA New Development BMP
Handbook SD-10)
Project does not incorporate slopes and channels.
S7 Covered dock areas (CASQA New Development
BMP Handbook SD-31)
Project will covered incorporate dock areas.
S8
Covered maintenance bays with spill containment
plans (CASQA New Development BMP Handbook
SD-31)
Project site will incorporate covered maintenance bays.
Water Quality Management Plan (WQMP)
4-5
Form 4.1-2 Structural Source Control BMPs
Identifier Name
Check One Describe BMP Implementation OR,
If not applicable, state reason Included Not
Applicable
S9 Vehicle wash areas with spill containment plans
(CASQA New Development BMP Handbook SD-33)
The project site does not incorporate vehicle wash areas. Refer to N2.
S10 Covered outdoor processing areas (CASQA New
Development BMP Handbook SD-36)
The project does not incorporate an outdoor processing area in the site design.
S11
Equipment wash areas with spill containment
plans (CASQA New Development BMP Handbook
SD-33)
The project site does not incorporate wash areas.
S12 Fueling areas (CASQA New Development BMP
Handbook SD-30)
The project site does not incorporate fueling areas.
S13 Hillside landscaping (CASQA New Development
BMP Handbook SD-10)
The project does not incorporate hillside landscaping in the site design.
S14 Wash water control for food preparation areas The project site does not incorporate food preparation areas.
S15 Community car wash racks (CASQA New
Development BMP Handbook SD-33)
The project site does not include community car wash racks.
Water Quality Management Plan (WQMP)
4-6
4.1.2 Preventative LID Site Design Practices
Form 4.1-3 Preventative LID Site Design Practices Checklist
Site Design Practices
If yes, explain how preventative site design practice is addressed in project site plan. If no, other LID BMPs must be selected to meet targets
Minimize impervious areas: Yes No
Explanation: The project site will minimize the impervious areas by incorporating landscaping in all feasible areas to the
maximum extent practicable.
Maximize natural infiltration capacity: Yes No Explanation: The project site will utilize 1 subsurface infiltration storage
system to allow water quality volume to be held for a period not to exceed 48 hours. The volume will be allowed to infltrate
through the in-situ soils. Therefore, the project will maximize the natural infiltration capacity.
Preserve existing drainage patterns and time of concentration: Yes No
Explanation: Existing westerly drainage pattern is perpetuated. The project discharges into storm drain systems which are
designed for the ultiamte land use condition.
Disconnect impervious areas: Yes No Explanation: The roof and paved areas will surface flow into storm drain inlets.
Due to the density of the project, the use of disconnected impervious areas is not feasible. The project implemented the use
of a subsurface storage sytems to increase infiltration potential of the site.
Protect existing vegetation and sensitive areas: Yes No
Explanation: The project site is an industrial site with no existing vegetation to preserve.
Re-vegetate disturbed areas: Yes No
Explanation: The project will incorporate landscaped area over a small portion of the disturbed area.
Minimize unnecessary compaction in stormwater retention/infiltration basin/trench areas: Yes No
Explanation: The project will minimize unnecessary compaction in the landscape areas.
Utilize vegetated drainage swales in place of underground piping or imperviously lined swales: Yes No
Explanation: The project does not incorporate swales in place of piping.
Stake off areas that will be used for landscaping to minimize compaction during construction : Yes No
Explanation: The project will stake landscaped areas and the subsurface storage system location to minimize compation during
construction.
The project site utilizes the minimum impervious area feasible for the site. The project is incorporating 1
subsurface storage system to promote water quality treatment and ground water infiltration. The project
design has planned the locations of the buildings and drive aisles in a manner to maximize the water quality
treatment and strategically locate the project BMP in an area with the highest infiltration potential.
Water Quality Management Plan (WQMP)
4-7
4.2 Project Performance Criteria
The project has met the objectives of the Water Quality Management Plan by retaining/infiltrating the project
Design Capture Volume onsite and Forms 4.2-1 and 4.3-3 document how the project meets these objectives.
Water Quality Management Plan (WQMP)
4-8
4.3 Project Conformance Analysis
Complete the following forms for each project site DA to document that the proposed LID BMPs conform to the
project DCV developed to meet performance criteria specified in the MS4 Permit (WQMP Template Section
4.2). For the LID DCV, the forms are ordered according to hierarchy of BMP selection as required by the MS4
Permit (see Section 5.3.1 in the TGD for WQMP). The forms compute the following for on-site LID BMP:
Site Design and Hydrologic Source Controls (Form 4.3-2)
Retention and Infiltration (Form 4.3-3)
Harvested and Use (Form 4.3-4) or
Biotreatment (Form 4.3-5).
At the end of each form, additional fields facilitate the determination of the extent of mitigation provided by
the specific BMP category, allowing for use of the next category of BMP in the hierarchy, if necessary.
The first step in the analysis, using Section 5.3.2.1 of the TGD for WQMP, is to complete Forms 4.3-1 and 4.3-3)
to determine if retention and infiltration BMPs are infeasible for the project. For each feasibility criterion in
Form 4.3-1, if the answer is “Yes,” provide all study findings that includes relevant calculations, maps, data
sources, etc. used to make the determination of infeasibility.
Next, complete Forms 4.3-2 and 4.3-4 to determine the feasibility of applicable HSC and harvest and use BMPs,
and, if their implementation is feasible, the extent of mitigation of the DCV.
If no site constraints exist that would limit the type of BMP to be implemented in a DA, evaluate the use of
combinations of LID BMPs, including all applicable HSC BMPs to maximize on-site retention of the DCV. If no
combination of BMP can mitigate the entire DCV, implement the single BMP type, or combination of BMP
types, that maximizes on-site retention of the DCV within the minimum effective area.
If the combination of LID HSC, retention and infiltration, and harvest and use BMPs are unable to mitigate the
entire DCV, then biotreatment BMPs may be implemented by the project proponent. If biotreatment BMPs are
used, then they must be sized to provide sufficient capacity for effective treatment of the remainder of the
volume-based performance criteria that cannot be achieved with LID BMPs (TGD for WQMP Section 5.4.4.2).
Under no circumstances shall any portion of the DCV be released from the site without effective
mitigation and/or treatment.
The project went through several iteration processing a site design for the project. Based on
the infiltration testing, the project has implemented a subsurface storage system at the
location with the largest infiltration rate. The project will not implement HSC BMPs since the
project is infiltrating all water quality volume
Water Quality Management Plan (WQMP)
4-9
Form 4.3-1 Infiltration BMP Feasibility (DA 1)
Feasibility Criterion – Complete evaluation for each DA on the Project Site
1 Would infiltration BMP pose significant risk for groundwater related concerns? Yes No
Refer to Section 5.3.2.1 of the TGD for WQMP
If Yes, Provide basis: (attach)
2 Would installation of infiltration BMP significantly increase the risk of geotechnical hazards? Yes No
(Yes, if the answer to any of the following questions is yes, as established by a geotechnical expert):
· The location is less than 50 feet away from slopes steeper than 15 percent
· The location is less than eight feet from building foundations or an alternative setback.
· A study certified by a geotechnical professional or an available watershed study determines that stormwater infiltration
would result in significantly increased risks of geotechnical hazards.
If Yes, Provide basis: (attach)
3 Would infiltration of runoff on a Project site violate downstream water rights? Yes No
If Yes, Provide basis: (attach)
4 Is proposed infiltration facility located on hydrologic soil group (HSG) D soils or does the site geotechnical investigation indicate
presence of soil characteristics, which support categorization as D soils? Yes No
If Yes, Provide basis: (attach)
5 Is the design infiltration rate, after accounting for safety factor of 2.0, below proposed facility less than 0.3 in/hr (accounting for
soil amendments)? Yes No
If Yes, Provide basis: (attach)
6 Would on-site infiltration or reduction of runoff over pre-developed conditions be partially or fully inconsistent with watershed
management strategies as defined in the WAP, or impair beneficial uses? Yes No
See Section 3.5 of the TGD for WQMP and WAP
If Yes, Provide basis: (attach)
7 Any answer from Item 1 through Item 3 is “Yes”: Yes No
If yes, infiltration of any volume is not feasible onsite. Proceed to Form 4.3-4, Harvest and Use BMP. If no, then proceed to Item 8
below.
8 Any answer from Item 4 through Item 6 is “Yes”: Yes No
If yes, infiltration is permissible but is not required to be considered. Proceed to Form 4.3-2, Hydrologic Source Control BMP.
If no, then proceed to Item 9, below.
9 All answers to Item 1 through Item 6 are “No”:
Infiltration of the full DCV is potentially feasible, LID infiltration BMP must be designed to infiltrate the full DCV to the MEP.
Proceed to Form 4.3-2, Hydrologic Source Control BMP.
Water Quality Management Plan (WQMP)
4-10
4.3.1 Site Design Hydrologic Source Control BMP
The project went through several iteration processing a site design for the project. The
project design ensured that the infiltration potential of the project site can be maximized.
The project did not incorporate HSC BMPs since the entire water quality is being allowed to
infiltrate. Moreover, the subsurface storage system will include an area to allow sediment,
silts, and debris to settle.
Form 4.3-2 Site Design Hydrologic Source Control BMPs (DA 1)
1 Implementation of Impervious Area Dispersion BMP (i.e.
routing runoff from impervious to pervious areas), excluding
impervious areas planned for routing to on-lot infiltration
BMP: Yes No If yes, complete Items 2-5; If no,
proceed to Item 6
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
2 Total impervious area draining to pervious area (ft2)
3 Ratio of pervious area receiving runoff to impervious area
4 Retention volume achieved from impervious area
dispersion (ft3) V = Item2 * Item 3 * (0.5/12), assuming retention
of 0.5 inches of runoff
5 Sum of retention volume achieved from impervious area dispersion (ft3): Vretention =Sum of Item 4 for all BMPs
6 Implementation of Localized On-lot Infiltration BMPs (e.g.
on-lot rain gardens): Yes No If yes, complete Items 7-
13 for aggregate of all on-lot infiltration BMP in each DA; If no,
proceed to Item 14
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
7 Ponding surface area (ft2)
8 Ponding depth (ft)
9 Surface area of amended soil/gravel (ft2)
10 Average depth of amended soil/gravel (ft)
11 Average porosity of amended soil/gravel
12 Retention volume achieved from on-lot infiltration (ft3)
Vretention = (Item 7 *Item 8) + (Item 9 * Item 10 * Item 11)
13 Runoff volume retention from on-lot infiltration (ft3): Vretention =Sum of Item 12 for all BMPs
Water Quality Management Plan (WQMP)
4-11
Form 4.3-2 cont. Site Design Hydrologic Source Control BMPs (DA 1)
14 Implementation of evapotranspiration BMP (green,
brown, or blue roofs): Yes No
If yes, complete Items 15-20. If no, proceed to Item 21
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
15 Rooftop area planned for ET BMP (ft2)
16 Average wet season ET demand (in/day)
Use local values, typical ~ 0.1
17 Daily ET demand (ft3/day)
Item 15 * (Item 16 / 12)
18 Drawdown time (hrs)
Copy Item 6 in Form 4.2-1
19 Retention Volume (ft3)
Vretention = Item 17 * (Item 18 / 24)
20 Runoff volume retention from evapotranspiration BMPs (ft3): Vretention =Sum of Item 19 for all BMPs
21 Implementation of Street Trees: Yes No
If yes, complete Items 22-25. If no, proceed to Item 26
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
22 Number of Street Trees
23 Average canopy cover over impervious area (ft2)
24 Runoff volume retention from street trees (ft3)
Vretention = Item 22 * Item 23 * (0.05/12) assume runoff retention of
0.05 inches
25 Runoff volume retention from street tree BMPs (ft3): Vretention = Sum of Item 24 for all BMPs
26 Implementation of residential rain barrel/cisterns: Yes
No If yes, complete Items 27-29; If no, proceed to Item 30
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
27 Number of rain barrels/cisterns
28 Runoff volume retention from rain barrels/cisterns (ft3)
Vretention = Item 27 * 3
29 Runoff volume retention from residential rain barrels/Cisterns (ft3): Vretention =Sum of Item 28 for all BMPs
30 Total Retention Volume from Site Design Hydrologic Source Control BMPs: Sum of Items 5, 13, 20, 25 and 29
Water Quality Management Plan (WQMP)
4-12
4.3.2 Infiltration BMPs
Form 4.3-3 is used to compute on-site retention of runoff from proposed subsurface storage
system.
Water Quality Management Plan (WQMP)
4-13
4.3.3 Harvest and Use BMP
(NOT IMPLEMENTED PROJECT ADDRESSES WATER QUALITY VOLUME THOURGH INFILTRATION)
Harvest and Use BMPs were not considered for this project since the full LID DCV can be met by maximizing
infiltration BMPs.
Form 4.3-4 Harvest and Use BMPs (DA 1)
1 Remaining LID DCV not met by site design HSC or infiltration BMP (ft3):
Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 – Form 4.3-3 Item 16
BMP Type(s) Compute runoff volume retention from proposed
harvest and use BMP (Select BMPs from Table 5-4 of the TGD for
WQMP) - Use additional forms for more BMPs
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
2 Describe cistern or runoff detention facility
3 Storage volume for proposed detention type (ft3) Volume of
cistern
4 Landscaped area planned for use of harvested stormwater
(ft2)
5 Average wet season daily irrigation demand (in/day)
Use local values, typical ~ 0.1 in/day
6 Daily water demand (ft3/day) Item 4 * (Item 5 / 12)
7 Drawdown time (hrs) Copy Item 6 from Form 4.2-1
8Retention Volume (ft3)
Vretention = Minimum of (Item 3) or (Item 6 * (Item 7 / 24))
9 Total Retention Volume (ft3) from Harvest and Use BMP Sum of Item 8 for all harvest and use BMP included in plan
10 Is the full DCV retained with a combination of LID HSC, retention and infiltration, and harvest & use BMPs? Yes No
If yes, demonstrate conformance using Form 4.3-10. If no, then re-evaluate combinations of all LID BMP and optimize their implementation
such that the maximum portion of the DCV is retained on-site (using a single BMP type or combination of BMP types). If the full DCV cannot
be mitigated after this optimization process, proceed to Section 4.3.4.
Water Quality Management Plan (WQMP)
4-14
4.3.4 Biotreatment BMP
(NOT IMPLEMENTED PROJECT ADDRESSES WATER QUALITY VOLUME THOURGH INFILTRATION)
Form 4.3-5 Selection and Evaluation of Biotreatment BMP (DA 1)
1 Remaining LID DCV not met by site design HSC,
infiltration, or harvest and use BMP for potential
biotreatment (ft3): Form 4.2-1 Item 7 - Form 4.3-2 Item 30 –
Form 4.3-3 Item 16- Form 4.3-4 Item 9
List pollutants of concern Copy from Form 2.3-1.
2 Biotreatment BMP Selected
(Select biotreatment BMP(s)
necessary to ensure all pollutants of
concern are addressed through Unit
Operations and Processes, described
in Table 5-5 of the TGD for WQMP)
Volume-based biotreatment
Use Forms 4.3-6 and 4.3-7 to compute treated volume
Flow-based biotreatment
Use Form 4.3-8 to compute treated volume
Bioretention with underdrain
Planter box with underdrain
Constructed wetlands
Wet extended detention
Dry extended detention
Vegetated swale
Vegetated filter strip
Proprietary biotreatment
3 Volume biotreated in volume based
biotreatment BMP (ft3): 0 Form 4.3-6
Item 15 + Form 4.3-7 Item 13
4 Compute remaining LID DCV with
implementation of volume based biotreatment
BMP (ft3): Item 1 – Item 3
5 Remaining fraction of LID DCV for
sizing flow based biotreatment BMP:
% Item 4 / Item 1
6 Flow-based biotreatment BMP capacity provided (cfs): Use Figure 5-2 of the TGD for WQMP to determine flow capacity required to
provide biotreatment of remaining percentage of unmet LID DCV (Item 5), for the project’s precipitation zone (Form 3-1 Item 1)
7 Metrics for MEP determination:
Provided a WQMP with the portion of site area used for suite of LID BMP equal to minimum thresholds in Table 5-7 of the TGD for
WQMP for the proposed category of development: If maximized on-site retention BMPs is feasible for partial capture, then LID BMP
implementation must be optimized to retain and infiltrate the maximum portion of the DCV possible within the prescribed minimum effective area.
The remaining portion of the DCV shall then be mitigated using biotreatment BMP.
Water Quality Management Plan (WQMP)
4-15
(NOT IMPLEMENTED PROJECT ADDRESSES WATER QUALITY VOLUME THOURGH INFILTRATION)
N/A
Form 4.3-6 Volume Based Biotreatment (DA 1) –
Bioretention and Planter Boxes with Underdrains
Biotreatment BMP Type
(Bioretention w/underdrain, planter box
w/underdrain, other comparable BMP)
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms for
more BMPs)
1 Pollutants addressed with BMP List all
pollutant of concern that will be effectively reduced
through specific Unit Operations and Processes
described in Table 5-5 of the TGD for WQMP
2 Amended soil infiltration rate Typical ~ 5.0
3 Amended soil infiltration safety factor Typical ~
2.0
4 Amended soil design percolation rate (in/hr)
Pdesign = Item 2 / Item 3
5 Ponded water drawdown time (hr) Copy Item 6
from Form 4.2-1
6 Maximum ponding depth (ft) see Table 5-6 of
the TGD for WQMP for reference to BMP design details
7 Ponding Depth (ft) dBMP = Minimum of (1/12 *
Item 4 * Item 5) or Item 6
8 Amended soil surface area (ft2)
9 Amended soil depth (ft) see Table 5-6 of the TGD
for WQMP for reference to BMP design details
10 Amended soil porosity, n
11 Gravel depth (ft) see Table 5-6 of the TGD for
WQMP for reference to BMP design details
12 Gravel porosity, n
13 Duration of storm as basin is filling (hrs)
Typical ~ 3hrs
14 Biotreated Volume (ft3) Vbiotreated = Item 8 *
[(Item 7/2) + (Item 9 * Item 10) +(Item 11 * Item 12) +
(Item 13 * (Item 4 / 12))]
15 Total biotreated volume from bioretention and/or planter box with underdrains BMP:
Sum of Item 14 for all volume-based BMPs included in this form
Water Quality Management Plan (WQMP)
4-16
(NOT IMPLEMENTED PROJECT ADDRESSES WATER QUALITY VOLUME THOURGH INFILTRATION)
Form 4.3-7 Volume Based Biotreatment (DA 1) –
Constructed Wetlands and Extended Detention
Biotreatment BMP Type
Constructed wetlands, extended wet detention, extended dry detention,
or other comparable proprietary BMP. If BMP includes multiple modules
(e.g. forebay and main basin), provide separate estimates for storage
and pollutants treated in each module.
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
Forebay Basin Forebay Basin
1 Pollutants addressed with BMP forebay and basin
List all pollutant of concern that will be effectively reduced through
specific Unit Operations and Processes described in Table 5-5 of the TGD
for WQMP
2 Bottom width (ft)
3 Bottom length (ft)
4 Bottom area (ft2) Abottom = Item 2 * Item 3
5 Side slope (ft/ft)
6 Depth of storage (ft)
7 Water surface area (ft2)
Asurface =(Item 2 + (2 * Item 5 * Item 6)) * (Item 3 + (2 * Item 5 * Item 6))
8 Storage volume (ft3) For BMP with a forebay, ensure fraction of
total storage is within ranges specified in BMP specific fact sheets, see
Table 5-6 of the TGD for WQMP for reference to BMP design details
V =Item 6 / 3 * [Item 4 + Item 7 + (Item 4 * Item 7)^0.5]
9 Drawdown Time (hrs) Copy Item 6 from Form 2.1
10 Outflow rate (cfs) QBMP = (Item 8forebay + Item 8basin) / (Item 9 * 3600)
11 Duration of design storm event (hrs)
12 Biotreated Volume (ft3)
Vbiotreated = (Item 8forebay + Item 8basin) +( Item 10 * Item 11 * 3600)
13 Total biotreated volume from constructed wetlands, extended dry detention, or extended wet detention :
(Sum of Item 12 for all BMP included in plan)
Water Quality Management Plan (WQMP)
4-17
Form 4.3-8 Flow Based Biotreatment (DA 2)
Biotreatment BMP Type
Vegetated swale, vegetated filter strip, or other comparable
proprietary BMP
DA DMA
BMP Type
(Use additional
forms for more
BMPs)
DA DMA
BMP Type
(Use additional
forms for more
BMPs)
DA DMA
BMP Type
(Use additional
forms for more
BMPs)
1 Pollutants addressed with BMP
List all pollutant of concern that will be effectively reduced through
specific Unit Operations and Processes described in TGD Table 5-5
2 Flow depth for water quality treatment (ft)
BMP specific, see Table 5-6 of the TGD for WQMP for reference to
BMP design details
3 Bed slope (ft/ft)
BMP specific, see Table 5-6 of the TGD for WQMP for reference to
BMP design details
4 Manning's roughness coefficient
5 Bottom width (ft) [calculated (actual)]
bw = (Form 4.3-5 Item 6 * Item 4) / (1.49 * Item 2^1.67 * Item 3^0.5)
6 Side Slope (ft/ft)
BMP specific, see Table 5-6 of the TGD for WQMP for reference to
BMP design details
7 Cross sectional area (ft2)
A = (Item 5 * Item 2) + (Item 6 * Item 2^2)
8 Water quality flow velocity (ft/sec)
V = Form 4.3-5 Item 6 / Item 7
9 Hydraulic residence time (min)
Pollutant specific, see Table 5-6 of the TGD for WQMP for reference
to BMP design details
10 Length of flow based BMP (ft)
L = Item 8 * Item 9 * 60
11 Water surface area at water quality flow depth (ft2)
SAtop = (Item 5 + (2 * Item 2 * Item 6)) * Item 10
Water Quality Management Plan (WQMP)
4-18
4.3.5 Conformance Summary
Form 4.3-9 demonstrates how on-site LID DCV is met with proposed retention/infiltration BMPs. This on-site
LID BMP achieves full retention/infiltration of the LID DCV.
Form 4.3-9 Conformance Summary and Alternative
Compliance Volume Estimate (DA A)
1 Total LID DCV for the Project DMA-A (ft3): 39,644 Copy Item 7 in Form 4.2-1
2 On-site retention with site design hydrologic source control LID BMP (ft3): 0 Copy Item 30 in Form 4.3-2
3 On-site retention with LID infiltration BMP (ft3): 43,670 Copy Item 16 in Form 4.3-3
4 On-site retention with LID harvest and use BMP (ft3): 0 Copy Item 9 in Form 4.3-4
5 On-site biotreatment with volume based biotreatment BMP (ft3): 0 Copy Item 3 in Form 4.3-5
6 Flow capacity provided by flow based biotreatment BMP (cfs): 0 Copy Item 6 in Form 4.3-5
7 LID BMP performance criteria are achieved if answer to any of the following is “Yes”:
· Full retention of LID DCV with site design HSC, infiltration, or harvest and use BMP: Yes No
If yes, sum of Items 2, 3, and 4 is greater than Item 1
· Combination of on-site retention BMPs for a portion of the LID DCV and volume-based biotreatment BMP that
address all pollutants of concern for the remaining LID DCV: Yes No
If yes, a) sum of Items 2, 3, 4, and 5 is greater than Item 1, and Items 2, 3 and 4 are maximized; or b) Item 6 is greater than Form
4.3--5 Item 6 and Items 2, 3 and 4 are maximized
On-site retention and infiltration is determined to be infeasible and biotreatment BMP provide biotreatment for all
pollutants of concern for full LID DCV: Yes No
If yes, Form 4.3-1 Items 7 and 8 were both checked yes
8 If the LID DCV is not achieved by any of these means, then the project may be allowed to develop an alternative
compliance plan. Check box that describes the scenario which caused the need for alternative compliance:
· Combination of HSC, retention and infiltration, harvest and use, and biotreatment BMPs provide less than full LID DCV
capture:
Checked yes for Form 4.3-5 Item 7, Item 6 is zero, and sum of Items 2, 3, 4, and 5 is less than Item 1. If so, apply water quality credits
and calculate volume for alternative compliance, Valt = (Item 1 – Item 2 – Item 3 – Item 4 – Item 5) * (100 - Form 2.4-1 Item 2)%
· An approved Watershed Action Plan (WAP) demonstrates that water quality and hydrologic impacts of urbanization
are more effective when managed in at an off-site facility:
Attach appropriate WAP section, including technical documentation, showing effectiveness comparisons for the project site and
regional watershed
Water Quality Management Plan (WQMP)
4-19
4.3.6 Hydromodification Control BMP
PROJECT IS EXEMPT FROM HYDROMODIFICATIONS PER SAN BERNARDINO COUNTY STORMWATER
FACILITY MAPPING TOOL
Form 4.3-10 Hydromodification Control BMPs (DA 1)
1 Volume reduction needed for HCOC
performance criteria (ft3): (Form 4.2-2 Item 4 *
0.95) – Form 4.2-2 Item 1
2 On-site retention with site design hydrologic source control, infiltration, and
harvest and use LID BMP (ft3): Sum of Form 4.3-9 Items 2, 3, and 4 Evaluate option to
increase implementation of on-site retention in Forms 4.3-2, 4.3-3, and 4.3-4 in excess of
LID DCV toward achieving HCOC volume reduction
3 Remaining volume for HCOC
volume capture (ft3):
Item 1 – Item 2
4 Volume capture provided by incorporating additional on-site or off-site retention BMPs
(ft3): Existing downstream BMP may be used to demonstrate additional volume capture (if so,
attach to this WQMP a hydrologic analysis showing how the additional volume would be retained
during a 2-yr storm event for the regional watershed)
5 If Item 4 is less than Item 3, incorporate in-stream controls on downstream waterbody segment to prevent impacts due to
hydromodification Attach in-stream control BMP selection and evaluation to this WQMP
6 Is Form 4.2-2 Item 11 less than or equal to 5%: Yes No
If yes, HCOC performance criteria is achieved. If no, select one or more mitigation options below:
· Demonstrate increase in time of concentration achieved by proposed LID site design, LID BMP, and additional on-site
or off-site retention BMP
BMP upstream of a waterbody segment with a potential HCOC may be used to demonstrate increased time of concentration through
hydrograph attenuation (if so, show that the hydraulic residence time provided in BMP for a 2-year storm event is equal or greater
than the addition time of concentration requirement in Form 4.2-4 Item 15)
· Increase time of concentration by preserving pre-developed flow path and/or increase travel time by reducing slope
and increasing cross-sectional area and roughness for proposed on-site conveyance facilities
· Incorporate appropriate in-stream controls for downstream waterbody segment to prevent impacts due to
hydromodification, in a plan approved and signed by a licensed engineer in the State of California
7 Form 4.2-2 Item 12 less than or equal to 5%: Yes No
If yes, HCOC performance criteria is achieved. If no, select one or more mitigation options below:
· Demonstrate reduction in peak runoff achieved by proposed LID site design, LID BMPs, and additional on-site or off-
site retention BMPs
BMPs upstream of a waterbody segment with a potential HCOC may be used to demonstrate additional peak runoff reduction
through hydrograph attenuation (if so, attach to this WQMP, a hydrograph analysis showing how the peak runoff would be reduced
during a 2-yr storm event)
· Incorporate appropriate in-stream controls for downstream waterbody segment to prevent impacts due to
hydromodification, in a plan approved and signed by a licensed engineer in the State of California
Water Quality Management Plan (WQMP)
4-20
4.4 Alternative Compliance Plan (if applicable)
(NOT IMPLEMENTED PROJECT ADDRESSES WATER QUALITY VOLUME THOURGH INFILTRATION)
Describe an alternative compliance plan (if applicable) for projects not fully able to infiltrate, harvest and use,
or biotreat the DCV via on-site LID practices. A project proponent must develop an alternative compliance plan
to address the remainder of the LID DCV. Depending on project type some projects may qualify for water
quality credits that can be applied to reduce the DCV that must be treated prior to development of an
alternative compliance plan (see Form 2.4-1, Water Quality Credits). Form 4.3-9 Item 8 includes instructions on
how to apply water quality credits when computing the DCV that must be met through alternative compliance.
Alternative compliance plans may include one or more of the following elements:
· On-site structural treatment control BMP - All treatment control BMP should be located as close to
possible to the pollutant sources and should not be located within receiving waters;
· Off-site structural treatment control BMP - Pollutant removal should occur prior to discharge of runoff to
receiving waters;
· Urban runoff fund or In-lieu program, if available
Depending upon the proposed alternative compliance plan, approval by the executive officer may or may not be
required (see Section 6 of the TGD for WQMP).
N/A
Water Quality Management Plan (WQMP)
5-1
Section 5 Inspection and Maintenance Responsibility
for Post Construction BMP
Form 5-1 BMP Inspection and Maintenance
(use additional forms as necessary)
BMP Reponsible Party(s) Inspection/ Maintenance
Activities Required
Minimum Frequency
of Activities
Subsurface
Storage
Systems
Property Owner
/ HOA
Check for sediment and debris build up; remove
sediment, debris, trash, etc; repair broken pipes
or structures; check for standing water longer
than 48 hours.
Monthly,
including after
rain events
Catch Basin
Inserts
Property Owner
/ HOA
Inspect catch basins and catch basin inserts to
ensure trash and debris build up does not
overload catch basin insert.
Minimum of twice
annually,
including after
rain events
S1
Inlet Stencils
Property Owner
/ HOA
Check that signage is visible; remove/replace
sign if illegible; remove graffiti; repair broken
signs. The stenciling shall state “No Dumping -
Drains to River” or per City of Colton
specifications.
Minimum of twice
annually, repair as
needed
Trash
Receptacles
Property Owner
/ HOA
Trash receptacles shall be closed or covered at all
times; display signs of “No hazardous waste
dumping” or equivalent; ensure regular waste
pick-up and maintain solid roofs over enclosure.
Trash receptacles shall be closed at all time and
must remain onsite.
As needed, with
minimum weekly
inspections
Street/Parking
Lot Sweeping
Property Owner
/ HOA
Street sweeping shall be implemented within
streets and pavement areas at a minimum of bi-
weekly
Minimum bi-
weekly
Landscape
Maintenance
Property Owner
/ HOA
Maintain landscape area vegetation, slope
protection and 1” – 2” depressed grades, adjacent
to hardscape and prevent discharges of
landscape maintenance waste into storm drains
Weekly
N1
Education for
Property
Owners,
Tenants, and
Occupants
Property
Owner / HOA
The current property owner/HOA shall be
familiar with the contents of the WQMP and
the County & City Ordinance and brochures
and furnish copies of city and County BMP
factsheets to all future property owners.
Education
materials should
be kept onsite for
reference.
Water Quality Management Plan (WQMP)
5-2
N2
Activity
Restrictions
Property
Owner / HOA
Property owners and their tenants or occupants
shall not be allowed to discharge chemicals,
chemical residues, wastewater or other
prohibited discharges listed in the City
stormwater Ordinance, to the outside, paved
areas of the site; or store chemicals or other
pollutant sources in a non-spill contained or
covered facilities as stipulated in the CC&Rs.
Dumpsters and/or trash receptacles shall
remain closed.
The property
owners / HOA
shall control the
discharge of
stormwater
pollutants from
this site.
N3
Landscape
Management
Property
Owner / HOA
The HOA and their landscape maintenance contractor
shall inspect the irrigation system plant health and
erosion problems after each landscape procedure and
shall report all repairs and problems to the POA. All
routine landscaping maintenance.
Inspection
Weekly
N4
BMP
Maintenance
Property
Owner / HOA
The HOA shall inspect for standing water in the water
retention/infiltration basins, 48 hours after storm
events. BMP maintenance shall be performed per the
schedule in Form 5-1, as needed to restore free
drainage.
The HOA shall
inspect 48 hours
after storm
events.
N6
Local Water
Quality
Ordinance
Property
Owner / HOA
The HOA shall ensure that all maintenance activities at
the site comply with the City of Colton’s Stormwater
Ordinance, through the implementation of BMPs.
Ongoing
N10
Uniform Fire
Code
Implementatio
n
Property
Owner / HOA
The current owners or the future HOA shall require all
fire code requirements to be implemented at this project
site.
Property Owner /
HOA
N11
Litter Control
Property
Owner / HOA
The property owners, HOA and their contractor shall pick
up litter and sweep and clean the existing trash
enclosure weekly. The trash enclosure is designed to
divert all flows around the dumpsters and shall be
roofed. The HOA shall contract with a refuse company
to have the dumpsters emptied on a weekly basis, at a
minimum.
Trash pickup
once per week.
Trash enclosure
should be kept
clean from litter
and be swept on
a weekly basis.
N14
Catch Basin
Inspection
Property
Owner / HOA
The on-site catch basins shall be inspected monthly
during the rainiy season (October-May) and before and
after each storm to ensure proper operation. The HOA
shall contract with a qualified landscape contractor to
inspect and clean out accumulation of trash, litter and
sediment and check for evidence of illegal dumping of
waste materials into on-site drains.
Quarterly
inspections
during the rainy
season (October
– May) and
before and after
each storm to
ensure proper
operation.
Water Quality Management Plan (WQMP)
5-3
N15
Vacuum
Sweeping of
Private Streets
and Parking
Lots
Property
Owner / HOA
The paved areas and common open areas of the
project site shall be swept and cleaned weekly by the
HOA’s contractor.
Inspection weekly
S3
Design and
construct
outdoor
material
storage areas
to reduce
pollution
introduction
Property
Owner / HOA
Project will implement trash cans for each unit. The
project does not have any trash enclosures. Trash
cans will be placed in designated collection points per
the CC&Rs and enforced by HOA. Trash cans will be
kept in the garage and will have lids to eliminate
potential runoff from entering the trash cans. All
trash cans shall have working lids which shall be kept
closed, at all times. Trash enclosure shall comply with
CASQA SD-32 and shall have doors and a solid roof.
Construction
Superintendent
S4
Use efficient
irrigation
systems &
landscape
design, water
conservation,
smart
controllers,
and source
control
Property
Owner / HOA
The irrigation system will include devices to prevent
low head drainage, overspray and run off through the
use of pressure regulating devices, check valves, rain
shutoff valves, flow sensors, pressure drop sensors,
proper spacing, low precipitation emission devices
and ET or weather based controllers.
Landscape and irrigation shall be consistent with the
State Model Water Efficient landscape Ordinance and
the City of Ontario landscape Development
Standards. Plants installed will be arranged according
to similar hydrozones and meet the required water
budget for the site. Shade trees shall be used to
intercept rainwater and reduce heat gain on paving.
Landscape &
irrigation to be
inspected weekly
after each landscape
procedure.
S5
Finish grade of
landscaped
areas
Property
Owner / HOA
All landscaped areas shall comply with depressed
grading requirements by finish grading to a minimum
of 1” below pavement grades or top-of-curb.
Landscape &
irrigation to be
inspected weekly
after each landscape
procedure.
Water Quality Management Plan (WQMP)
6-4
Maintenance and Operation Summary
The Maintenance and Operation Summary has been prepared as a predecessor to the Maintenance and
Operation Manual that will not be submitted until permit closure as required per the Technical Guidance
Manual Section 8.3. The Maintenance and Operation Summary provides the following:
1. Storm Drain and Water Quality Overview
2. Table 1 Proposed Water Quality / BMP Features
3. Table 2 – Recommended Water Quality/BMP Features Maintenance & Operation
Storm Drain and Water Quality BMP System Overview
The Project has developed a storm drain system for the project to ensure that the project treats the water
quality runoff from the project site. The project area is broken into a total of 1 drainage areas (DA) defined as
DA A. The following discussions have been included as part of the summary.
Drainage Area A (DA A)
DA A collects the entire project area. The runoff is collected by a proposed storm drain system that discharges
flows into a subsurface systems that consist of 96” CMP. The subsurface 96” CMP subsurface storage system
stores the runoff and will allow the volume to be infiltrate into the in-situ soil.
For runoff in excess of water quality flow rate/volume refer to the
Hydrology and Hydraulic Report
Water Quality Management Plan (WQMP)
6-5
Table 1 - Proposed Water Quality/BMP Features
Drainage Area Water Quality / BMP
Feature
Purpose
DA A
96” Subsurface Storage
System
Designed to convey and to store
runoff for project area
Table 2 – Recommended Water Quality/BMP Features Maintenance & Operation
Water Quality /
BMP Feature
System Description and Maintenance Maintenance
Intervals
Subsurface Storage
within Pipe
Systems
The project has a 96” storm drain system designed
to store runoff volume. The project will be
required to do the following:
1. Remove debris and sediments from
system.
2. Inspect the storm drain pipe system for
corrosion or structural issues.
3. Assess connection points to system and
remove blockage or other obstructions
Annually
Water Quality Management Plan (WQMP)
6-1
Section 6 WQMP Attachments
Water Quality Management Plan (WQMP)
6-2
6.1. Site Plan and Drainage Plan
Include a site plan and drainage plan sheet set containing the following minimum information:
Project location
Site boundary
Land uses and land covers, as applicable
Suitability/feasibility constraints
Structural Source Control BMP locations
Site Design Hydrologic Source Control BMP locations
LID BMP details
Drainage delineations and flow information
Drainage connections
41660 IVY STREET, SUITE A
MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
Engineering & Consulting, Inc.
41660 IVY STREET, SUITE A
MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
Engineering & Consulting, Inc.
Water Quality Management Plan (WQMP)
6-3
6.2 Electronic Data Submittal
Minimum requirements include submittal of PDF exhibits in addition to hard copies. Format must not require
specialized software to open. If the local jurisdiction requires specialized electronic document formats (as
described in their Local Implementation Plan), this section will describe the contents (e.g., layering,
nomenclature, geo-referencing, etc.) of these documents so that they may be interpreted efficiently and
accurately.
The following will be done during Final Engineering and approval of the Final WQMP:
After written approval of the final WQMP the owner shall provide to the City a CD
including a PDF copy of the approved WQMP which includes a photocopy of the
completed and signed owner certificate and BMP Maintenance agreement.
Water Quality Management Plan (WQMP)
6-4
6.3 Post Construction
Attach all O&M Plans and Maintenance Agreements for BMP to the WQMP.
The O&M Plan will be submitted after 1st Plan Check. This will ensure that design of BMPs and drainage
infrastructure has been reviewed technically and analytically by the City. After 1st Plan Check, the 2nd submittal
will include an O&M Plan.
Water Quality Management Plan (WQMP)
6-5
6.4 Water Quality Documentaion
Water Quality Management Plan (WQMP)
6-6
6.5 Precipitation
Water Quality Management Plan (WQMP)
6-7
6.6 Infiltration Testing
22885 Savi Ranch Parkway Suite E Yorba Linda California 92887
voice: (714) 685-1115 fax: (714) 685-1118 www.socalgeo.com
December 8, 2021
AIREF ACQUISITIONS, LLC
4675 MacArthur Court, Suite 625
Newport Beach, California 92660
Attention: Mr. Peter F. Schafer
AVP, Development
Project No.: 21G260-2
Subject: Results of Infiltration Testing
Proposed Warehouse
Beech Avenue, North of Foothill Boulevard
Fontana, California
Reference: Geotechnical Investigation, Proposed Warehouse, Beech Avenue, North of
Foothill Boulevard, Fontana, California, prepared for AIREF ACQUISITIONS, LLC,
by Southern California Geotechnical, Inc. (SCG), SCG Project No. 21G260-1,
dated December 7, 2021.
Dear Mr. Schafer:
In accordance with your request, we have conducted additional infiltration testing at the subject
site. We are pleased to present this report summarizing the results of the infiltration testing and
our design recommendations.
Scope of Services
The scope of services performed for this project was in general accordance with our Proposal
No. 21P453R, dated October 19, 2021. The scope of services included site reconnaissance,
subsurface exploration, field testing, and engineering analysis to determine the infiltration rates
of the on-site soils. The infiltration testing was performed in general accordance with ASTM Test
Method D-3385-03, Standard Test Method for Infiltration Rate of Soils in Field Using Double
Ring Infiltrometer.
Site and Project Description
The site is located on the west side of Beech Avenue, 330± feet north of Foothill Boulevard in
Fontana, California. The site is bounded to the north by a vacant lot, to the west by an existing
commercial/industrial building and a vacant lot, to the south by a single-family residence and a
vacant lot, and to the east by the Beech Avenue easement. The general location of the site is
illustrated on the Site Location Map, included as Plate 1 of this report.
The site consists of an irregular-shaped parcel, 8.38± acres in size. The site is presently vacant
and undeveloped. Ground surface consists of exposed soil and cobbles with sparse grass and
weed growth. One large tree is located in the central area of the site.
Proposed Warehouse – Fontana, CA
Project No. 21G260-2 Page 2
Detailed topographic information was not available at the time of this report. Based on
elevations obtained from Google Earth and visual observations made at the time of the
subsurface investigation, the overall site generally slopes downward to the south at a gradient
of 1.5± percent.
Proposed Development
Based on a conceptual site plan provided to our office by the client, the site will be developed
with one (1) new industrial building, 185,380± ft2 in size, located in the west-central area of the
site. Dock-high doors will be constructed along a portion of the east building wall. The building
will be surrounded by asphaltic concrete pavements in the parking and drive lanes, Portland
cement concrete pavements in the loading dock areas, and limited areas of concrete flatwork
and landscape planters throughout. Beech Avenue will be paved with asphaltic concrete for this
new development.
The proposed development will include on-site stormwater infiltration systems. We understand
that the infiltration system will consist of a below-grade chamber system, located in the
southern and northern regions of the site. The bottom of the below-grade chamber system is
expected to be 10 to 12± feet below existing site grades.
Concurrent Study
Southern California Geotechnical, Inc. (SCG) concurrently conducted a geotechnical
investigation at the subject site, referenced above. As a part of this study, seven (7) borings
(identified as Boring Nos. B-1 through B-7) were advanced to depths of 5 to 25± feet below
existing site grades.
Native alluvium was encountered at the ground surface of all boring locations, extending to at
least the maximum depth explored of 25± feet below ground surface. The near-surface alluvial
soils, within the upper 2½ to 4½± feet, generally consist of medium dense to dense silty fine
sands and silty fine to coarse sands with varying cobble content. At depths greater than 4½±
feet, the alluvial soils generally consist of medium dense to very dense fine to coarse sands with
little fine to coarse gravel and occasional to abundant cobbles. Boring No. B-3 encountered
gravelly fine to coarse sands from the ground surface, extending to 15± feet below ground
surface.
Groundwater
Free water was not encountered during the drilling of any of the borings. Based on the lack of
any water within the borings, and the moisture contents of the recovered soil samples, the
static groundwater table is considered to have existed at a depth in excess of 25± feet at the
time of the subsurface exploration.
Recent water level data was obtained from the California Department of Water Resources
website, http://www.water.ca.gov/waterdatalibrary/. One monitoring well on record is located
5,121± feet north of the site. Water level readings within this monitoring well indicates a high
groundwater level of 492± feet below ground surface in April 2016.
Proposed Warehouse – Fontana, CA
Project No. 21G260-2 Page 3
Subsurface Exploration
Scope of Exploration
The subsurface exploration for the infiltration testing consisted of four (4) backhoe-excavated
trenches, extending to depths of 10 to 12± feet below existing site grades. The trenches were
logged during excavation by a member of our staff. The approximate locations of the infiltration
trenches (identified as I-1 through I-4) are indicated on the Infiltration Test Location Plan,
enclosed as Plate 2 of this report.
Geotechnical Conditions
Native alluvial soils were encountered at all of the trench locations, extending to the maximum
explored depth of 12± feet below existing site grades. The alluvial soils within the upper 1-foot
consists of medium dense silty sands. The alluvium encountered at greater depths consists of
dense to very dense gravelly fine to coarse sands, with varying amounts of silt and occasional
to extensive cobbles.
Infiltration Testing
We understand that the results of the testing will be used to prepare a preliminary design for
the storm water infiltration system that will be used at the subject site. As previously
mentioned, the infiltration testing was performed in general accordance with ASTM Test Method
D-3385-03, Standard Test Method for Infiltration Rate of Soils in Field Using Double Ring
Infiltrometer.
Two stainless steel infiltration rings were used for the infiltration testing. The outer infiltration
ring is 2 feet in diameter and 20 inches in height. The inner infiltration ring is 1 foot in diameter
and 20 inches in height. At the test locations, the outer ring was driven 3± inches into the soil
at the base of each trench. The inner ring was centered inside the outer ring and subsequently
driven 3± inches into the soil at the base of the trench. The rings were driven into the soil using
a ten-pound sledge hammer. The soil surrounding the wall of the infiltration rings was only
slightly disturbed during the driving process.
Infiltration Testing Procedure
Infiltration testing was performed at both of the trench locations. The infiltration testing
consisted of filling the inner ring and the annular space (the space between the inner and outer
rings) with water, approximately 3 to 4 inches above the soil. To prevent the flow of water from
one ring to the other, the water level in both the inner ring and the annular space between the
rings was maintained using constant-head float valves. The volume of water that was added to
maintain a constant head in the inner ring and the annular space during each time interval was
determined and recorded. A cap was placed over the rings to minimize the evaporation of water
during the tests.
The schedule for readings was determined based on the observed soil type at the base of each
backhoe-excavated trench. Based on the existing soils at the trench locations, the volumetric
measurements were made at 6-minute increments. The water volume measurements are
Proposed Warehouse – Fontana, CA
Project No. 21G260-2 Page 4
presented on the spreadsheets enclosed with this report. The infiltration rates for each of the
timed intervals are also tabulated on these spreadsheets.
The infiltration rates for the infiltration tests are calculated in centimeters per hour and then
converted to inches per hour. The rates are summarized below:
Infiltration
Test No.
Depth
(feet) Soil Description Infiltration Rate
(inches/hour)
I-1 12 Gray Brown Gravelly fine to coarse Sand, trace Silt 20.2
I-2 10 Light Brown Gravelly fine to coarse Sand 12.1
I-3 10 Gray Brown Gravelly fine to coarse Sand 22.4
I-4 10 Light Brown Gravelly fine to coarse Sand, trace Silt 21.3
Laboratory Testing
Moisture Content
The moisture contents for the recovered soil samples within the borings were determined in
accordance with ASTM D-2216 and are expressed as a percentage of the dry weight. These test
results are presented on the Trench Logs.
Grain Size Analysis
The grain size distribution of selected soils collected from the base of each infiltration test
boring have been determined using a range of wire mesh screens. These tests were performed
in general accordance with ASTM D-422 and/or ASTM D-1140. The weight of the portion of the
sample retained on each screen is recorded and the percentage finer or coarser of the total
weight is calculated. The results of these tests are presented on Plates C-1 through C-4 of this
report.
Design Recommendations
Four (4) infiltration tests were performed at the subject site. As noted above, the calculated
infiltration rates at the infiltration test locations range from 12.1 to 22.4 inches per hour. Based
on the results of infiltration testing, we recommend the following infiltration rate be
used for the design of the proposed infiltration system:
Infiltration
Test No.
Location Infiltration Rate
(Inches per Hour)
I-1 & I-2 Eastern System 12.1
I-3 & I-4 Southern Ssytem 21.3
Proposed Warehouse – Fontana, CA
Project No. 21G260-2 Page 5
We recommend that a representative from the geotechnical engineer be on-site during the
construction of the proposed infiltration system to identify the soil classification at the base of
the infiltration basin. It should be confirmed that the soils at the base of the proposed
infiltration system corresponds with those presented in this report to ensure that the
performance of the system will be consistent with the rates reported herein.
The design of the storm water infiltration system should be performed by the project civil
engineer, in accordance with the City of Fontana and/or County of San Bernardino guidelines. It
is recommended that the system be constructed so as to facilitate removal of silt and clay, or
other deleterious materials from any water that may enter the systems. The presence of such
materials would decrease the effective infiltration rates. It is recommended that the project
civil engineer apply an appropriate factor of safety. The infiltration rates
recommended above is based on the assumption that only clean water will be
introduced to the subsurface profile. Any fines, debris, or organic materials could
significantly impact the infiltration rate. It should be noted that the recommended
infiltration rates are based on infiltration testing at four (4) discrete locations and that the
overall infiltration rates of the proposed infiltration systems could vary considerably.
Infiltration Rate Considerations
The infiltration rates presented herein was determined in accordance with the San Bernardino
County guidelines and are considered valid only for the time and place of the actual test.
Varying subsurface conditions will exist in other areas of the site, which could alter the
recommended infiltration rates presented above. The infiltration rates will decline over time
between maintenance cycles as silt or clay particles accumulate on the BMP surface. The
infiltration rate is highly dependent upon a number of factors, including density, silt and clay
content, grainsize distribution throughout the range of particle sizes, and particle shape. Small
changes in these factors can cause large changes in the infiltration rates.
Infiltration rates are based on unsaturated flow. As water is introduced into soils by infiltration,
the soils become saturated and the wetting front advances from the unsaturated zone to the
saturated zone. Once the soils become saturated, infiltration rates become zero, and water can
only move through soils by hydraulic conductivity at a rate determined by pressure head and
soil permeability. Changes in soil moisture content will affect the infiltration rate. Infiltration
rates should be expected to decrease until the soils become saturated. Soil permeability values
will then govern groundwater movement. Permeability values may be on the order of 10 to 20
times less than infiltration rates. The system designer should incorporate adequate factors of
safety and allow for overflow design into appropriate traditional storm drain systems, which
would transport storm water off-site.
Construction Considerations
The infiltration rates presented in this report are specific to the tested locations and tested
depths. Infiltration rates can be significantly reduced if the soils are exposed to excessive
disturbance or compaction during construction. Compaction of the soils at the bottom of the
infiltration system can significantly reduce the infiltration ability of the basins. Therefore, the
subgrade soils within proposed infiltration system areas should not be over-excavated, undercut
Proposed Warehouse – Fontana, CA
Project No. 21G260-2 Page 6
or compacted in any significant manner. It is recommended that a note to this effect be
added to the project plans and/or specifications.
We recommend that a representative from the geotechnical engineer be on-site during the
construction of the proposed infiltration systems to identify the soil classification at the base of
each system. It should be confirmed that the soils at the base of the proposed infiltration
systems correspond with those presented in this report to ensure that the performance of the
systems will be consistent with the rates reported herein.
We recommend that scrapers and other rubber-tired heavy equipment not be operated on the
basin bottom, or at levels lower than 2 feet above the bottom of the system, particularly within
basins. As such, the bottom 24 inches of the infiltration systems should be excavated with non-
rubber-tired equipment, such as excavators.
Infiltration Chamber Maintenance
The proposed project may include infiltration chambers. Water flowing into these chambers will
carry some level of sediment. This layer has the potential to significantly reduce the infiltration
rate of the chamber subgrade soils. Therefore, a formal chamber maintenance program should
be established to ensure that these silt and clay deposits are removed from the chamber on a
regular basis.
Location of Infiltration Systems
The use of on-site storm water infiltration systems carries a risk of creating adverse
geotechnical conditions. Increasing the moisture content of the soil can cause the soil to lose
internal shear strength and increase its compressibility, resulting in a change in the designed
engineering properties. Overlying structures and pavements in the infiltration area could
potentially be damaged due to saturation of the subgrade soils. The proposed infiltration
systems for this site should be located at least 25 feet away from any structures,
including retaining walls. Even with this provision of locating the infiltration system at least
25 feet from the building(s), it is possible that infiltrating water into the subsurface soils could
have an adverse effect on the proposed or existing structures. It should also be noted that
utility trenches which happen to collect storm water can also serve as conduits to transmit
storm water toward the structure, depending on the slope of the utility trench. Therefore,
consideration should also be given to the proposed locations of underground utilities which may
pass near the proposed infiltration system.
The infiltration system designer should also give special consideration to the effect
that the proposed infiltration systems may have on nearby subterranean structures,
open excavations, or descending slopes. In particular, infiltration systems should
not be located near the crest of descending slopes, particularly where the slopes are
comprised of granular soils. Such systems will require specialized design and analysis to
evaluate the potential for slope instability, piping failures and other phenomena that typically
apply to earthen dam design. This type of analysis is beyond the scope of this infiltration test
report, but these factors should be considered by the infiltration system designer when locating
the infiltration systems.
Proposed Warehouse – Fontana, CA
Project No. 21G260-2 Page 7
General Comments
This report has been prepared as an instrument of service for use by the client in order to aid in
the evaluation of this property and to assist the architects and engineers in the design and
preparation of the project plans and specifications. This report may be provided to the
contractor(s) and other design consultants to disclose information relative to the project.
However, this report is not intended to be utilized as a specification in and of itself, without
appropriate interpretation by the project architect, structural engineer, and/or civil engineer.
The design of the infiltration system is the responsibility of the civil engineer. The role of the
geotechnical engineer is limited to determination of infiltration rate only. By using the design
infiltration rates contained herein, the civil engineer agrees to indemnify, defend, and hold
harmless the geotechnical engineer for all aspects of the design and performance of the
infiltration system. The reproduction and distribution of this report must be authorized by the
client and Southern California Geotechnical, Inc. Furthermore, any reliance on this report by an
unauthorized third party is at such party’s sole risk, and we accept no responsibility for damage
or loss which may occur. The analysis of this site was based on a subsurface profile interpolated
from limited discrete soil samples. While the materials encountered in the project area are
considered to be representative of the total area, some variations should be expected between
boring locations and testing depths. If the conditions encountered during construction vary
significantly from those detailed herein, we should be contacted immediately to determine if the
conditions alter the recommendations contained herein.
This report has been based on assumed or provided characteristics of the proposed
development. It is recommended that the owner, client, architect, structural engineer, and civil
engineer carefully review these assumptions to ensure that they are consistent with the
characteristics of the proposed development. If discrepancies exist, they should be brought to
our attention to verify that they do not affect the conclusions and recommendations contained
herein. We also recommend that the project plans and specifications be submitted to our office
for review to verify that our recommendations have been correctly interpreted. The analysis,
conclusions, and recommendations contained within this report have been promulgated in
accordance with generally accepted professional geotechnical engineering practice. No other
warranty is implied or expressed.
Closure
We sincerely appreciate the opportunity to be of service on this project. We look forward to
providing additional consulting services during the course of the project. If we may be of
further assistance in any manner, please contact our office.
Proposed Warehouse – Fontana, CA
Project No. 21G260-2 Page 8
Respectfully Submitted,
SOUTHERN CALIFORNIA GEOTECHNICAL, INC.
Ricardo Frias, RCE 91772
Project Engineer
Robert G. Trazo, GE 2655
Principal Engineer
Distribution: (1) Addressee
Enclosures: Plate 1 - Site Location Map
Plate 2 - Infiltration Test Location Plan
Trench Log Legend and Logs (6 pages)
Infiltration Test Results Spreadsheets (4 pages)
Grain Size Distribution Graphs (4 pages)
S
I
T
E
PROPOSED WAREHOUSE
SCALE: 1" = 2000'
DRAWN: MD
CHKD: RGT
SCG PROJECT
21G260-2
PLATE 1
SITE LOCATION MAP
FONTANA, CALIFORNIA
SOURCE: USGS TOPOGRAPHIC MAP OF THE FONTANA
QUADRANGLE, SAN BERNARDINO COUNTY, CALIFORNIA, 2018.
B-1
B-2
B-3
B-4 B-5
B-6
B-7
FU
T
U
R
E
B
E
E
C
H
A
V
E
N
U
E
I-1
I-2
I-3I-4
PROPERTY LINE
SCALE: 1" = 80'
DRAWN: MD
CHKD: RGT
PLATE 2
SCG PROJECT
21G260-2
FONTANA, CALIFORNIA
PROPOSED WAREHOUSE
INFILTRATION TEST LOCATION PLAN
NO
R
T
H
So
C
a
l
G
e
o
APPROXIMATE INFILTRATION
APPROXIMATE BORING LOCATION
GEOTECHNICAL LEGEND
NOTE: SITE PLAN PREPARED BY HPA ARCHITECTURE.
AERIAL PHOTO OBTAINED FROM GOOGLE EARTH.
TEST LOCATION
FROM CONCURRENT STUDY (SCG
PROJECT NO. 21G260-1)
APPROXIMATE UNDERGROUND
CHAMBER SYSTEM LOCATION
TRENCH LOG LEGEND
SAMPLE TYPE GRAPHICAL
SYMBOL SAMPLE DESCRIPTION
AUGER SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD
MEASUREMENT OF SOIL STRENGTH. (DISTURBED)
CORE ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A DIAMOND-TIPPED CORE BARREL. TYPICALLY USED
ONLY IN HIGHLY CONSOLIDATED BEDROCK.
GRAB
SOIL SAMPLE TAKEN WITH NO SPECIALIZED
EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE GROUND SURFACE. (DISTURBED)
CS CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS.
DRIVEN WITH SPT HAMMER. (RELATIVELY UNDISTURBED)
NSR
NO RECOVERY: THE SAMPLING ATTEMPT DID NOT RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR
ROCK MATERIAL.
SPT STANDARD PENETRATION TEST: SAMPLER IS A 1.4 INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18
INCHES WITH THE SPT HAMMER. (DISTURBED)
SH SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE
TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED. (UNDISTURBED)
VANE VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING
A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT CLAYS-NO SAMPLE RECOVERED.
COLUMN DESCRIPTIONS
DEPTH: Distance in feet below the ground surface.
SAMPLE: Sample Type as depicted above.
BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb
hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows)
at 3 inches. WH indicates that the weight of the hammer was sufficient to
push the sampler 6 inches or more.
POCKET PEN.: Approximate shear strength of a cohesive soil sample as measured by pocket
penetrometer.
GRAPHIC LOG: Graphic Soil Symbol as depicted on the following page.
DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft3.
MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight.
LIQUID LIMIT: The moisture content above which a soil behaves as a liquid.
PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic.
PASSING #200 SIEVE: The percentage of the sample finer than the #200 standard sieve.
UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state.
SM
SP
COARSE
GRAINEDSOILS
SW
TYPICAL
DESCRIPTIONS
WELL-GRADED GRAVELS, GRAVEL -
SAND MIXTURES, LITTLE OR NOFINES
SILTY GRAVELS, GRAVEL - SAND -
SILT MIXTURES
LETTERGRAPH
POORLY-GRADED GRAVELS,
GRAVEL - SAND MIXTURES, LITTLEOR NO FINES
GC
GM
GP
GW
POORLY-GRADED SANDS,
GRAVELLY SAND, LITTLE OR NOFINES
SILTSAND
CLAYS
MORE THAN 50%
OF MATERIAL ISLARGER THANNO. 200 SIEVE
SIZE
MORE THAN 50%OF MATERIAL IS
SMALLER THANNO. 200 SIEVESIZE
MORE THAN 50%OF COARSEFRACTION
PASSING ON NO.4 SIEVE
MORE THAN 50%OF COARSE
FRACTIONRETAINED ON NO.4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND -
CLAY MIXTURES
FINEGRAINED
SOILS
SYMBOLSMAJOR DIVISIONS
SOIL CLASSIFICATION CHART
PT
OH
CH
MH
OL
CL
ML
CLEAN SANDS
SC
SILTY SANDS, SAND - SILTMIXTURES
CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS AND VERY FINESANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEYSILTS WITH SLIGHT PLASTICITY
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS
ORGANIC SILTS AND ORGANICSILTY CLAYS OF LOW PLASTICITY
INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND ORSILTY SOILS
INORGANIC CLAYS OF HIGH
PLASTICITY
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTS
SILTS
AND
CLAYS
GRAVELS WITH
FINES
SAND
AND
SANDY
SOILS (LITTLE OR NO FINES)
SANDS WITH
FINES
LIQUID LIMITLESS THAN 50
LIQUID LIMIT
GREATER THAN 50
HIGHLY ORGANIC SOILS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
GRAVEL
AND
GRAVELLYSOILS
(APPRECIABLE
AMOUNT OF FINES)
(APPRECIABLE
AMOUNT OF FINES)
(LITTLE OR NO FINES)
WELL-GRADED SANDS, GRAVELLYSANDS, LITTLE OR NO FINES
CLEAN
GRAVELS
2
ALLUVIUM: Light Brown Silty fine to coarse Sand, little fineGravel, trace fine root fibers, medium dense-dry
Gray Brown Gravelly fine to coarse Sand, trace Silt, occasional toextensive Cobbles, dense to very dense-dry to damp
Trench Terminated at 12'
4
SURFACE ELEVATION: --- MSL LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
SA
M
P
L
E
FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: 12 feet
READING TAKEN: At Completion
DR
Y
D
E
N
S
I
T
Y
(P
C
F
)
OR
G
A
N
I
C
CO
N
T
E
N
T
(
%
)
LABORATORY RESULTS
PA
S
S
I
N
G
#2
0
0
S
I
E
V
E
(
%
)
BL
O
W
C
O
U
N
T
DESCRIPTION
DE
P
T
H
(
F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
TRENCH NO.
I-1
TEST TRENCH LOG
CO
M
M
E
N
T
S
EXCAVATION DATE: 11/9/21
EXCAVATION METHOD: Backhoe
LOGGED BY: Caleb Brackett
JOB NO.: 21G260-2
PROJECT: Proposed Warehouse
LOCATION: Fontana, California
PLATE B-1
5
10
GR
A
P
H
I
C
L
O
G
PO
C
K
E
T
P
E
N
.
(T
S
F
)
TB
L
2
1
G
2
6
0
-
2
.
G
P
J
S
O
C
A
L
G
E
O
.
G
D
T
1
2
/
8
/
2
1
1
ALLUVIUM: Light Brown Silty fine to coarse Sand, trace fine tocoarse Gravel, medium dense-dry
Light Brown Gravelly fine to coarse Sand, extensive Cobbles,dense to very dense-dry
Trench Terminated at 10'
1
SURFACE ELEVATION: --- MSL LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
SA
M
P
L
E
FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: 10 feet
READING TAKEN: At Completion
DR
Y
D
E
N
S
I
T
Y
(P
C
F
)
OR
G
A
N
I
C
CO
N
T
E
N
T
(
%
)
LABORATORY RESULTS
PA
S
S
I
N
G
#2
0
0
S
I
E
V
E
(
%
)
BL
O
W
C
O
U
N
T
DESCRIPTION
DE
P
T
H
(
F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
TRENCH NO.
I-2
TEST TRENCH LOG
CO
M
M
E
N
T
S
EXCAVATION DATE: 11/9/21
EXCAVATION METHOD: Backhoe
LOGGED BY: Caleb Brackett
JOB NO.: 21G260-2
PROJECT: Proposed Warehouse
LOCATION: Fontana, California
PLATE B-2
5
10
GR
A
P
H
I
C
L
O
G
PO
C
K
E
T
P
E
N
.
(T
S
F
)
TB
L
2
1
G
2
6
0
-
2
.
G
P
J
S
O
C
A
L
G
E
O
.
G
D
T
1
2
/
8
/
2
1
1
ALLUVIUM: Light Brown Silty fine to medium Sand, little coarseSand, trace fine Gravel, trace fine root fibers, medium dense-dry
Light Brown Gravelly fine to medium Sand, trace Silt, occasionalCobbles, dense-dry
Gray Brown Gravelly fine to coarse Sand, occasional to extensiveCobbles, dense to very dense-dry
Trench Terminated at 10'
1
SURFACE ELEVATION: --- MSL LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
SA
M
P
L
E
FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: 10 feet
READING TAKEN: At Completion
DR
Y
D
E
N
S
I
T
Y
(P
C
F
)
OR
G
A
N
I
C
CO
N
T
E
N
T
(
%
)
LABORATORY RESULTS
PA
S
S
I
N
G
#2
0
0
S
I
E
V
E
(
%
)
BL
O
W
C
O
U
N
T
DESCRIPTION
DE
P
T
H
(
F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
TRENCH NO.
I-3
TEST TRENCH LOG
CO
M
M
E
N
T
S
EXCAVATION DATE: 11/9/21
EXCAVATION METHOD: Backhoe
LOGGED BY: Caleb Brackett
JOB NO.: 21G260-2
PROJECT: Proposed Warehouse
LOCATION: Fontana, California
PLATE B-3
5
10
GR
A
P
H
I
C
L
O
G
PO
C
K
E
T
P
E
N
.
(T
S
F
)
TB
L
2
1
G
2
6
0
-
2
.
G
P
J
S
O
C
A
L
G
E
O
.
G
D
T
1
2
/
8
/
2
1
3
ALLUVIUM: Light Brown Silty fine to coarse Sand, trace fineGravel, trace fine root fibers, medium dense-dry
Light Brown Gravelly fine to coarse Sand, trace Silt, extensiveCobbles, dense to very dense-dry to damp
Trench Terminated at 10'
3
SURFACE ELEVATION: --- MSL LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
SA
M
P
L
E
FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: 10 feet
READING TAKEN: At Completion
DR
Y
D
E
N
S
I
T
Y
(P
C
F
)
OR
G
A
N
I
C
CO
N
T
E
N
T
(
%
)
LABORATORY RESULTS
PA
S
S
I
N
G
#2
0
0
S
I
E
V
E
(
%
)
BL
O
W
C
O
U
N
T
DESCRIPTION
DE
P
T
H
(
F
E
E
T
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
TRENCH NO.
I-4
TEST TRENCH LOG
CO
M
M
E
N
T
S
EXCAVATION DATE: 11/9/21
EXCAVATION METHOD: Backhoe
LOGGED BY: Caleb Brackett
JOB NO.: 21G260-2
PROJECT: Proposed Warehouse
LOCATION: Fontana, California
PLATE B-4
5
10
GR
A
P
H
I
C
L
O
G
PO
C
K
E
T
P
E
N
.
(T
S
F
)
TB
L
2
1
G
2
6
0
-
2
.
G
P
J
S
O
C
A
L
G
E
O
.
G
D
T
1
2
/
8
/
2
1
INFILTRATION CALCULATIONS
Project Name Proposed Warehouse
Project Location
Project Number
Engineer
Infiltration Test No I-1
Constants
Diameter
(ft)
Area
(ft2)
Area
(cm2)
Inner 1 0.79 730 *Note: The infiltration rate was calculated
Anlr. Space 2 2.36 2189 based on current time interval
Interval
Elapsed
Inner
Ring
Ring
Flow
Annular
Ring
Space
Flow
Inner
Ring*
Annular
Space*
Inner
Ring*
Annular
Space*
(min) (ml)(cm3)(ml)(cm3)(cm/hr) (cm/hr) (in/hr) (in/hr)
Initial 7:10 AM 6 0 0
Final 7:16 AM 6 7000 24000
Initial 7:16 AM 6 0 0
Final 7:22 AM 12 6000 26000
Initial 7:22 AM 6 0 0
Final 7:28 AM 18 5500 24000
Initial 7:28 AM 6 0 0
Final 7:34 AM 24 4750 23000
Initial 7:34 AM 6 0 0
Final 7:40 AM 30 4250 22000
Initial 7:40 AM 6 0 0
Final 7:46 AM 36 4000 22000
Initial 7:46 AM 6 0 0
Final 7:52 AM 42 3750 22000
Initial 7:52 AM 6 0 0
Final 7:58 AM 48 3750 22000
Initial 7:58 AM 6 0 0
Final 8:04 AM 54 3750 22000
Initial 8:04 AM 6 0 0
Final 8:10 AM 60 3750 22000
39.57
39.57
20.23 39.57
20.23
51.40 100.51 39.57
51.40 100.51
3750 22000
3750 22000 51.40 100.51
4000 22000 54.82 100.51
3750 22000 51.40 100.51
8
9
39.57
10
20.23
20.23
3750 22000
6
7
43.17
2 6000 26000
21.58
118.78 32.38 46.76
1 7000
Flow Readings Infiltration Rates
Test
Interval Time (hr)
41.37
3 5500 24000 75.38
109.64 37.7724000 95.94
109.64
39.575425022000 58.25
43.17
4 4750 23000 65.10
21G260-2
Fontana, CA
Caleb Brackett
100.51 22.93
105.08 25.63
29.68
82.23
21G260-2 Infiltration Test No. I-1
INFILTRATION CALCULATIONS
Project Name Proposed Warehouse
Project Location
Project Number
Engineer
Infiltration Test No I-2
Constants
Diameter
(ft)
Area
(ft2)
Area
(cm2)
Inner 1 0.79 730 *Note: The infiltration rate was calculated
Anlr. Space 2 2.36 2189 based on current time interval
Interval
Elapsed
Inner
Ring
Ring
Flow
Annular
Ring
Space
Flow
Inner
Ring*
Annular
Space*
Inner
Ring*
Annular
Space*
(min) (ml)(cm3)(ml)(cm3)(cm/hr) (cm/hr) (in/hr) (in/hr)
Initial 8:30 AM 6 0 0
Final 8:36 AM 6 3500 11500
Initial 8:36 AM 6 0 0
Final 8:42 AM 12 3000 10000
Initial 8:42 AM 6 0 0
Final 8:48 AM 18 3000 9700
Initial 8:48 AM 6 0 0
Final 8:54 AM 24 2800 9400
Initial 8:54 AM 6 0 0
Final 9:00 AM 30 2600 9300
Initial 9:00 AM 6 0 0
Final 9:06 AM 36 2400 9400
Initial 9:06 AM 6 0 0
Final 9:12 AM 42 2250 9500
Initial 9:12 AM 6 0 0
Final 9:18 AM 48 2250 9400
Initial 9:18 AM 6 0 0
Final 9:24 AM 54 2250 9500
Initial 9:24 AM 6 0 0
Final 9:30 AM 60 2250 9500
17.09
10 2250 9500 30.84 43.40 12.14 17.09
9 2250 9500 30.84 43.40 12.14
17.09
8 2250 9400 30.84 42.94 12.14 16.91
7 2250 9500 30.84 43.40 12.14
16.73
6 2400 9400 32.89 42.94 12.95 16.91
5 2600 9300 35.63 42.49 14.03
17.45
4 2800 9400 38.38 42.94 15.11 16.91
3 3000 9700 41.12 44.31 16.19
20.68
2 3000 10000 41.12 45.68 16.19 17.99
1 3500 11500 47.97 52.54 18.89
Fontana, CA
21G260-2
Caleb Brackett
Flow Readings Infiltration Rates
Test
Interval Time (hr)
21G260-2 Infiltration Test No. I-2
INFILTRATION CALCULATIONS
Project Name Proposed Warehouse
Project Location
Project Number
Engineer
Infiltration Test No I-3
Constants
Diameter
(ft)
Area
(ft2)
Area
(cm2)
Inner 1 0.79 730 *Note: The infiltration rate was calculated
Anlr. Space 2 2.36 2189 based on current time interval
Interval
Elapsed
Inner
Ring
Ring
Flow
Annular
Ring
Space
Flow
Inner
Ring*
Annular
Space*
Inner
Ring*
Annular
Space*
(min) (ml)(cm3)(ml)(cm3)(cm/hr) (cm/hr) (in/hr) (in/hr)
Initial 9:45 AM 6 0 0
Final 9:51 AM 6 5000 20000
Initial 9:51 AM 6 0 0
Final 9:57 AM 12 5000 20000
Initial 9:57 AM 6 0 0
Final 10:03 AM 18 4850 20000
Initial 10:03 AM 6 0 0
Final 10:09 AM 24 4700 18500
Initial 10:09 AM 6 0 0
Final 10:15 AM 30 4600 18500
Initial 10:15 AM 6 0 0
Final 10:21 AM 36 4400 18500
Initial 10:21 AM 6 0 0
Final 10:27 AM 42 4150 17000
Initial 10:27 AM 6 0 0
Final 10:33 AM 48 4150 17000
Initial 10:33 AM 6 0 0
Final 10:39 AM 54 4150 17000
Initial 10:39 AM 6 0 0
Final 10:45 AM 60 4150 17000
30.58
10 4150 17000 56.88 77.66 22.39 30.58
9 4150 17000 56.88 77.66 22.39
30.58
8 4150 17000 56.88 77.66 22.39 30.58
7 4150 17000 56.88 77.66 22.39
33.27
6 4400 18500 60.30 84.52 23.74 33.27
5 4600 18500 63.05 84.52 24.82
35.97
4 4700 18500 64.42 84.52 25.36 33.27
3 4850 20000 66.47 91.37 26.17
35.97
2 5000 20000 68.53 91.37 26.98 35.97
1 5000 20000 68.53 91.37 26.98
Fontana, CA
21G260-2
Caleb Brackett
Flow Readings Infiltration Rates
Test
Interval Time (hr)
21G260-2 Infiltration Test No. I-3
INFILTRATION CALCULATIONS
Project Name Proposed Warehouse
Project Location
Project Number
Engineer
Infiltration Test No I-4
Constants
Diameter
(ft)
Area
(ft2)
Area
(cm2)
Inner 1 0.79 730 *Note: The infiltration rate was calculated
Anlr. Space 2 2.36 2189 based on current time interval
Interval
Elapsed
Inner
Ring
Ring
Flow
Annular
Ring
Space
Flow
Inner
Ring*
Annular
Space*
Inner
Ring*
Annular
Space*
(min) (ml)(cm3)(ml)(cm3)(cm/hr) (cm/hr) (in/hr) (in/hr)
Initial 11:30 AM 6 0 0
Final 11:36 AM 6 4850 20000
Initial 11:36 AM 6 0 0
Final 11:42 AM 12 4850 20000
Initial 11:42 AM 6 0 0
Final 11:48 AM 18 4600 20000
Initial 11:48 AM 6 0 0
Final 11:54 AM 24 4500 20000
Initial 11:54 AM 6 0 0
Final 12:00 PM 30 4250 19200
Initial 12:00 PM 6 0 0
Final 12:06 PM 36 4200 18000
Initial 12:06 PM 6 0 0
Final 12:12 PM 42 3950 16000
Initial 12:12 PM 6 0 0
Final 12:18 PM 48 3950 16000
Initial 12:18 PM 6 0 0
Final 12:24 PM 54 3950 15000
Initial 12:24 PM 6 0 0
Final 12:30 PM 60 3950 15000
26.98
10 3950 15000 54.14 68.53 21.31 26.98
9 3950 15000 54.14 68.53 21.31
28.78
8 3950 16000 54.14 73.10 21.31 28.78
7 3950 16000 54.14 73.10 21.31
34.53
6 4200 18000 57.56 82.23 22.66 32.38
5 4250 19200 58.25 87.72 22.93
35.97
4 4500 20000 61.67 91.37 24.28 35.97
3 4600 20000 63.05 91.37 24.82
35.97
2 4850 20000 66.47 91.37 26.17 35.97
1 4850 20000 66.47 91.37 26.17
Fontana, CA
21G260-2
Caleb Brackett
Flow Readings Infiltration Rates
Test
Interval Time (hr)
21G260-2 Infiltration Test No. I-4
Sample Description I-1 @ 12'
Soil Classification Gray Brown Gravelly fine to coarse Sand, trace Silt
Proposed Warehouse
Fontana, California
Project No. 21G260-2
PLATE C- 1
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Percent
Passing
by
Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay)
2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200
Sample Description I-2 @ 10'
Soil Classification Light Brown Gravelly fine to coarse Sand
Proposed Warehouse
Fontana, California
Project No. 21G260-2
PLATE C- 2
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Percent
Passing
by
Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay)
2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200
Sample Description I-3 @ 10'
Soil Classification Gray Brown Gravelly fine to coarse Sand
Proposed Warehouse
Fontana, California
Project No. 21G260-2
PLATE C- 3
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Percent
Passing
by
Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay)
2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200
Sample Description I-4 @ 10'
Soil Classification Light Brown Gravelly fine to coarse Sand, trace Silt
Proposed Warehouse
Fontana, California
Project No. 21G260-2
PLATE C- 4
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
Percent
Passing
by
Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay)
2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200
Water Quality Management Plan (WQMP)
6-8
6.7 Hydrologic Conditions of Concern
PROJECT IS EXEMPT FROM HCOC PER STORMWATER FACILITY MAPPING TOOL.
Water Quality Management Plan (WQMP)
6-9
6.8 Education Materials
EDUCATION MATERIALS WILL BE PROVIDED DURING FINAL ENGINEERING
Water Quality Management Plan (WQMP)
6-10
6.9 Vicinity Map
41660 IVY STREET, SUITE A
MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
Engineering & Consulting, Inc.
Water Quality Management Plan (WQMP)
6-11
6.10 Receiving Waters Map
WILL BE PART OF FINAL ENGINEERING
Water Quality Management Plan (WQMP)
6-12
6.11 Improvement Plans
WILL BE PART OF FINAL ENGINEERING
Water Quality Management Plan (WQMP)
6-13
6.12 Preliminary WQMP
WILL BE PART OF FINAL ENGINEERING
Water Quality Management Plan (WQMP)
6-14
6.13 Hydrologic Soils Map
Hydrologic Soil Group—San Bernardino County Southwestern Part, California
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/6/2022
Page 1 of 4
37
7
3
9
0
0
37
7
4
0
0
0
37
7
4
1
0
0
37
7
4
2
0
0
37
7
4
3
0
0
37
7
4
4
0
0
37
7
4
5
0
0
37
7
4
6
0
0
37
7
4
7
0
0
37
7
4
8
0
0
37
7
4
9
0
0
37
7
3
8
0
0
37
7
3
9
0
0
37
7
4
0
0
0
37
7
4
1
0
0
37
7
4
2
0
0
37
7
4
3
0
0
37
7
4
4
0
0
37
7
4
5
0
0
37
7
4
6
0
0
37
7
4
7
0
0
37
7
4
8
0
0
37
7
4
9
0
0
455300 455400 455500 455600 455700 455800 455900 456000 456100 456200 456300 456400 456500 456600 456700 456800 456900 457000 457100 457200 457300
455300 455400 455500 455600 455700 455800 455900 456000 456100 456200 456300 456400 456500 456600 456700 456800 456900 457000 457100 457200 457300
34° 6' 52'' N
11
7
°
2
9
'
5
'
'
W
34° 6' 52'' N
11
7
°
2
7
'
4
3
'
'
W
34° 6' 14'' N
11
7
°
2
9
'
5
'
'
W
34° 6' 14'' N
11
7
°
2
7
'
4
3
'
'
W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0 250 500 1000 1500
Feet
0 50 100 200 300
Meters
Map Scale: 1:5,660 if printed on B landscape (17" x 11") sheet.
Soil Map may not be valid at this scale.
PROJECT
SITE
HYDROLOGICAL
SOIL TYPE A
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
TvC Tujunga gravelly loamy
sand, 0 to 9 percent
slopes
A 233.5 100.0%
Totals for Area of Interest 233.5 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Hydrologic Soil Group—San Bernardino County Southwestern Part, California
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/6/2022
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