HomeMy WebLinkAboutAppendix H - Preliminary Water Quality Management PlanPreliminary Water Quality Management Plan
For:
TRACT NO. 20787
Prepared for:
RC HOMES, INC.
RIDGE CREST REAL ESTATE, LLC.
550 N LARCHMONT BLVD, SUITE 201
LOS ANGELES, CA 90004
(323)450‐2334
Prepared by:
UNITED CIVIL INC.
30141 AGOURA ROAD, SUITE 215
AGOURA HILLS, CA 91301
(818)707‐8648
Submittal Date: May 14, 2025
Revision Date: September 24, 2025
Revision Date: January 20, 2026
Revision Date: March 12, 2026
Revision Date: May 11, 2026
Preliminary for Entitlements Complete Date:_____________________
Construction WQMP Complete Date:_____________________
Final WQMP Approved Date:_____________________
MCN No. WQMP No. PC25‐00022
Water Quality Management Plan (WQMP)
Owner’s Certification
Project Owner’s Certification
This Water Quality Management Plan (WQMP) has been prepared for RC Homes Inc. by United Civil Inc.
The WQMP is intended to comply with the requirements of the San Bernardino County and City of Fontana
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): WQMPPC25‐00022 Grading Permit Number(s): PGR
Tract/Parcel Map
Number(s): TRACT NO. 20787 Building Permit Number(s):
CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): APN 1110‐361‐10‐0‐000
Owner’s Signature
Owner Name: Citrus Fontana, LLC.
Title C/O Timothy Sales, Vice President
Company RC Homes
Address 550 N. Larchmont Blvd, Suite 201, Los Angeles, CA 90004
Email tim@rchomesinc.com
Telephone # (323) 578‐0550
Signature Date
Water Quality Management Plan (WQMP)
Contents
Preparer’s Certification
Project Data
Permit/Application
Number(s): WQMPPC25‐00022 Grading Permit Number(s): PGR
Tract/Parcel Map
Number(s): TRACT NO. 20787 Building Permit Number(s):
CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): APN 1110‐361‐10‐0‐000
“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: SIEW HUAT NG PE Stamp Below
Title PRINCIPAL
Company UNITED CIVIL INC.
Address 30141 AGOURA ROAD, AGOURA HILLS, CA 91301
Email ANTHONY@UNITEDCIVILINC.COM
Telephone # (818)707‐8648
Signature
Date September 24, 2025
Water Quality Management Plan (WQMP)
Contents ii
Table of Contents
Section 1 Discretionary Permits ......................................................................................... 1‐1
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 ................................................................................... 4‐1
4.1.2 Preventative LID Site Design Practices ....................................................... 4‐6
4.2 Project Performance Criteria ......................................................................... 4‐7
4.3 Project Conformance Analysis ....................................................................... 4‐12
4.3.1 Site Design Hydrologic Source Control BMP .............................................. 4‐14
4.3.2 Infiltration BMP .......................................................................................... 4‐16
4.3.3 Harvest and Use BMP .................................................................................. 4‐18
4.3.4 Biotreatment BMP ....................................................................................... 4.19
4.3.5 Conformance Summary ............................................................................... 4‐23
4.3.6 Hydromodification Control BMP ............................................................... 4‐24
4.4 Alternative Compliance Plan (if applicable) ................................................. 4‐25
Section 5 Inspection & Maintenance Responsibility Post Construction BMPs ................. 5‐1
Section 6 Site Plan and Drainage Plan ................................................................................ 6‐1
6.1. Site Plan and Drainage Plan .......................................................................... 6‐1
6.2 Electronic Data Submittal ............................................................................. 6‐1
Forms
Form 1‐1 Project Information ............................................................................................... 1‐1
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 .......................................................................................... 3‐3
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 .......................................................................... 4‐8
Form 4.2‐3 HCOC Assessment for Runoff Volume ............................................................... 4‐9
Form 4.2‐4 HCOC Assessment for Time of Concentration .................................................. 4‐10
Water Quality Management Plan (WQMP)
Contents iii
Form 4.2‐5 HCOC Assessment for Peak Runoff .................................................................... 4‐11
Form 4.3‐1 Infiltration BMP Feasibility ................................................................................ 4‐13
Form 4.3‐2 Site Design Hydrologic Source Control BMP ..................................................... 4‐14
Form 4.3‐3 Infiltration LID BMP ........................................................................................... 4‐17
Form 4.3‐4 Harvest and Use BMP ......................................................................................... 4‐18
Form 4.3‐5 Selection and Evaluation of Biotreatment BMP ................................................ 4‐19
Form 4.3‐6 Volume Based Biotreatment – Bioretention and Planter Boxes w/Underdrains 4‐20
Form 4.3‐7 Volume Based Biotreatment‐ Constructed Wetlands and Extended Detention 4‐21
Form 4.3‐8 Flow Based Biotreatment ................................................................................... 4‐22
Form 4.3‐9 Conformance Summary and Alternative Compliance Volume Estimate .......... 4‐23
Form 4.3‐10 Hydromodification Control BMP ..................................................................... 4‐24
Form 5‐1 BMP Inspection and Maintenance ........................................................................ 5‐1
Appendix A ‐ WQMP Site Plan and Drainage Map
Appendix B ‐ BMP Design Calculations and Supporting Documents
Appendix C ‐ Soil and Infiltration Report
Appendix D ‐ Operation and Maintenance (O&M) Plan
Appendix E ‐ Storm Water BMP Transfer, Access, and Maintenace Agreement
Appendix F ‐ Education Materials
Appendix G ‐ MS4 Ground Water Protection Compliance Summary
Water Quality Management Plan (WQMP)
1‐1
Section 1 Discretionary Permit(s)
Form 1‐1 Project Information
Project Name Tract No. 20787
Project Owner Contact Name: RC Homes, Inc.
Mailing
Address:
550 N. Larchmont Blvd, Suite 201,
Los Angeles, CA 90004
E‐mail
Address:
tim@rchomesinc.c
om Telephone: (323) 578‐0550
Permit/Application Number(s): WQMPPC25‐00022 Tract/Parcel Map
Number(s): APN 1110‐361‐10‐0‐000
Additional Information/
Comments:
Description of Project:
The 4.72‐ac site is located in the City of Fontana, San Bernardino County, California.
The project site is located adjacently to Citrus Avenue and just north of Foothill.
There are existing homes to the north and the south. It is bounded by Tokay and
Citrus Avenue on its east and west.
Currently, the site is vacant. Vegetation mainly includes dense weeds
(imperviousness=0.). The topo generally slopes in the south direction. There is no
offsite run‐on.
The proposed site consists of 37 single family residential units and an open space
area. The proposed imperviousness is 0.65. Three underground infiltration
chambers are proposed to infiltrate the Design Capture Volume (DCV). Another
underground detention/infiltration chamber is proposed to detain the high flow
and release onto Reed Court.
Provide summary of
Conceptual WQMP conditions
(if previously submitted and
approved). Attach complete
copy.
Underground infiltration systems with CMP pipes are proposed. Onsite flow is
conveyed through the storm drain system into diversion structures, where low flow
is filtered via filter inserts into the infiltration chamber. High flow bypasses and
flows into an underground detention/infiltration chamber. The flow in the
detention chamber will drain out to Reed Court. Overflow will drain out from the
detention chamber onto Tokay Ave through curb drains.
Water Quality Management Plan (WQMP)
2‐1
Section 2 Project Description
2.1 Project Information
This section of the WQMP should provide the information listed below. The information provided for
Conceptual/ Preliminary WQMP should give sufficient detail to identify the major proposed site design and LID
BMPs and other anticipated water quality features that impact site planning. Final Project WQMP must
specifically identify all BMP incorporated into the final site design and provide other detailed information as
described herein.
The purpose of this information is to help determine the applicable development category, pollutants of
concern, watershed description, and long term maintenance responsibilities for the project, and any applicable
water quality credits. This information will be used in conjunction with the information in Section 3, Site
Description, to establish the performance criteria and to select the LID BMP or other BMP for the project or
other alternative programs that the project will participate in, which are described in Section 4.
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): 205,538 3 Number of Dwelling Units: 37 4 SIC Code: 1521
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)
2‐2
2.2 Property Ownership/Management
Describe the ownership/management of all portions of the project and site. State whether any infrastructure
will transfer to public agencies (City, County, Caltrans, etc.) after project completion. State if a homeowners or
property owners association will be formed and be responsible for the long‐term maintenance of project
stormwater facilities. Describe any lot‐level stormwater features that will be the responsibility of individual
property owners.
Form 2.2‐1 Property Ownership/Management
Describe property ownership/management responsible for long‐term maintenance of WQMP stormwater facilities:
During construction, the owner/developer shall be responsible for installing, inspecting, and maintaining all onsite post‐
construction BMPs. The owner/developer shall also be responsible for the management of the project site plus
implementation and maintenance of the BMPs required by this WQMP until such time as these responsibilities are
turned over to and accepted for maintenance by the project’s HOA. Post‐construction, the HOA shall be responsible for
long‐term operation and maintenance, including funding of the project’s post‐construction BMPs.
The HOA shall be responsible for maintaining all common private areas within the site. The HOA shall retain all
inspection and maintenance records for the project’s BMPs for a period of 5 years as required by the adopted MS4
permit, after the recorded inspection date for the lifetime of the project and shall provide the records to the City of
Fontana each January for the prior year.
All street improvements within the proposed Tract will be private and therefore maintained by the HOA. All proposed
storm drain except for appurtenances connected to the proposed BMPs, will be maintained by the HOA.
The proposed storm drain, inlets and infiltration system will be the maintenance responsibility of the HOA. There will
be no public improvements will be transferred to the City of Fontana for Operation and Maintenance upon completion
by the developer.
RC Homes, Inc.
Ridge Crest Real Estate, LLC
550 N. Larchmont Blvd, Suite 201
Los Angeles, CA 90004
Email: tim@rchomesinc.com
Phone: (323)578‐0550
Water Quality Management Plan (WQMP)
2‐3
2.3 Potential Stormwater Pollutants
Determine and describe expected stormwater pollutants of concern based on land uses and site activities (refer
to Table 3‐3 in the TGD for WQMP).
Form 2.3‐1 Pollutants of Concern
Pollutant
Please check:
E=Expected, N=Not
Expected
Additional Information and Comments
Pathogens (Bacterial / Virus) E N Expected from detached residential development.
Nutrients ‐ Phosphorous E N Expected from detached residential development.
Nutrients ‐ Nitrogen E N Expected from detached residential development.
Noxious Aquatic Plants E N Expected from detached residential development.
Sediment E N Expected from detached residential development.
Metals E N Expected from parking lots.
Oil and Grease E N Expected from detached residential development.
Trash/Debris E N Expected from detached residential development.
Pesticides / Herbicides E N Expected from detached residential development.
Organic Compounds E N Expected from detached residential development.
Other: E N
Other: E N
Other: E N
Other: E N
Water Quality Management Plan (WQMP)
2‐4
2.4 Water Quality Credits
A water quality credit program is applicable for certain types of development projects if it is not feasible to meet
the requirements for on‐site LID. Proponents for eligible projects, as described below, can apply for water
quality credits that would reduce project obligations for selecting and sizing other treatment BMP or
participating in other alternative compliance programs. Refer to Section 6.2 in the TGD for WQMP to
determine if water quality credits are applicable for the project.
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)
None
Water Quality Management Plan (WQMP)
3‐1
Section 3 Site and Watershed Description
Describe the project site conditions that will facilitate the selection of BMP through an analysis of the physical
conditions and limitations of the site and its receiving waters. Identify distinct drainage areas (DA) that collect
flow from a portion of the site and describe how runoff from each DA (and sub‐watershed DMAs) is conveyed
to the site outlet(s). Refer to Section 3.2 in the TGD for WQMP. The form below is provided as an example.
Then complete Forms 3.2 and 3.3 for each DA on the project site. If the project has more than one
drainage area for stormwater management, then complete additional versions of
these forms for each DA / outlet.
Form 3‐1 Site Location and Hydrologic Features
Site coordinates take GPS
measurement at approximate
center of site
Latitude 34.1109 Longitude ‐117.4554 Thomas Bros Map page
605 D4
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
DMA 1&2&3
Stormwater runoff surface flows along street gutters, then is collected by catch basins and
conveyed into storm drain system. For each DMA, flow is routed to a diversion structure,
where low flow is filtered through a concrete box with filter insert then flows into infiltration
chamber(s). High flow will bypass and be routed to two detention chambers. Detained flow
of each chamber is outlet through an orifice plate installed in a concrete box to Reed Court.
Overflow will be directed onto Tokay Avenue through curb drain.
Outlet 1
DA1 DMA 1 DA1 DMA 3 DA1 DMA 2
Water Quality Management Plan (WQMP)
3‐2
Form 3‐2 Existing Hydrologic Characteristics for Drainage Area 1
For Drainage Area DMA, provide the
following characteristics DMA 1&2&3 DMA B DMA C DMA D
1 DMA drainage area (ft2) 205,538
2 Existing site impervious area (ft2) 0
3 Antecedent moisture condition For desert
areas, use
http://www.sbcounty.gov/dpw/floodcontrol/pdf/2
0100412_map.pdf
II
4 Hydrologic soil group Refer to Watershed
Mapping Tool –
http://permitrack.sbcounty.gov/wap/
A
5 Longest flowpath length (ft) 545
6 Longest flowpath slope (ft/ft) 0.015
7 Current land cover type(s) Select from Fig C‐3
of Hydrology Manual Grass
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
fair
Water Quality Management Plan (WQMP)
3‐3
Form 3‐2 Existing Hydrologic Characteristics for Drainage Area 1
(use only as needed for additional DMA w/in DA 1)
For Drainage Area 1’s sub‐watershed DMA,
provide the following characteristics DMA E DMA F DMA G DMA H
1 DMA drainage area (ft2)
2 Existing site impervious area (ft2)
3 Antecedent moisture condition For desert
areas, use
http://www.sbcounty.gov/dpw/floodcontrol/pdf/2
0100412_map.pdf
4 Hydrologic soil group Refer to Watershed
Mapping Tool –
http://permitrack.sbcounty.gov/wap/
5 Longest flowpath length (ft)
6 Longest flowpath slope (ft/ft)
7 Current land cover type(s) Select from Fig C‐3
of Hydrology Manual
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
Water Quality Management Plan (WQMP)
3‐4
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
Outflow from Tract No. 20787 runs onto Tokay Avenue (west of the site), then
southerly along Tokay Avenue and joins West Fontana Channel. Flow is directed
westerly though Banana Basin and Hickory Basin into the San Sevaine Channel. The
channel directs flow southerly/southwesterly into Santa Ana River Reach 3. Flow drains
southwesterly along Santa Ana River Reaches 2&1, then through Newport Slough into
Pacific Ocean
Applicable TMDLs
Refer to Local Implementation Plan
Pathogens, Coliform Bacteria
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
Nutrients, Pathogens, Metals, Cadmium, Copper, Lead, Zinc, 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
Non‐structural and structural source control BMP are required to be incorporated into all new development
and significant redevelopment projects. Form 4.1‐1 and 4.1‐2 are used to describe specific source control BMPs
used in the WQMP or to explain why a certain BMP is not applicable. Table 7‐3 of the TGD for WQMP provides
a list of applicable source control BMP for projects with specific types of potential pollutant sources or activities.
The source control BMP in this table must be implemented for projects with these specific types of potential
pollutant sources or activities.
The preparers of this WQMP have reviewed the source control BMP requirements for new development and
significant redevelopment projects. The preparers have also reviewed the specific BMP required for project as
specified in Forms 4.1‐1 and 4.1‐2. All applicable non‐structural and structural source control BMP shall be
implemented in the project.
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 Materials will be available to homeowners thru HOA. HOA will
periodically provide tenants with environmental awareness education materials
which may include use of household chemicals, discharges of wastes via hosing
or other direct discharge to gutters, catch basins and storm drains. See attached
Education Materials in section 6.4 of the WQMP report.
N2 Activity Restrictions
HOA and Homeowners will implement restrictions enacted thru the formation
of conditions, covenants and restrictions (CCRs) to protect surface water runoff.
Some of the activity restrictions that would help promote water quality
protection for residential areas are: 1. Requirement to keep trash receptacles
covered at all times 2. Prohibiting discharges of paint and masonry wastes to
streets or storm drains 3. Prohibit connections of pool/spa draining to streets or
storm drains 4. Prohibiting blowing or sweeping of debris into streets or storm
drains. 5. Keep trash containers lids closed at all times
N3 Landscape Management BMPs
Standard landscaping maintenance activities, including trash removal, proper
replacement of landscaping as needed and regular trimming. See attached
CASQA SD‐ 12 in section 6.4 of the WQMP Report. Proper irrigation practices
should also be observed to prevent over‐spraying. Proper sprinkler maintenance
should be incorporated into landscape management. Landscape management
shall commence immediately upon installation of landscaping and should be
maintained twice a month. The HOA and homeowners will be responsible for
landscape maintenance within exclusive use areas. All irrigation systems shall be
AB 1881 Compliant.
N4 BMP Maintenance
Maintenance of BMPs implemented at the project shall be performed at the
frequency prescribed in this WQMP. Records of inspections and maintenance
shall be maintained by the HOA and documented with the O & M of the WQMP.
Records shall be available for review upon request.
N5 Title 22 CCR Compliance
(How development will comply)
No significant hazardous wastes will be generated and/or stored for the
residential areas. Typical household hazardous products shall be disposed of
properly. Motor oils and oil filters from household shall be recycled in a recycling
centers or motor oil collection centers. Other household hazardous wastes such
as unused, unwanted or expired medications, fertilizers, bug sprays, paint or
Water Quality Management Plan (WQMP)
4‐3
Form 4.1‐1 Non‐Structural Source Control BMPs
other paint materials, batteries, household cleaners etc., are to be disposed of
in hazardous waste collection centers.
N6 Local Water Quality Ordinances Comply with Local Water Quality Ordinances & AB 1881
N7 Spill Contingency Plan N/A
N8 Underground Storage Tank Compliance N/A
N9 Hazardous Materials Disclosure
Compliance
N/A
Water Quality Management Plan (WQMP)
4‐4
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 developer will ensure all structures comply with Article 80 of the Uniform
Fire Code, City codes, San Bernardino County Fire Department, and local
standards.
N11 Litter/Debris Control Program Litter collection and removal shall be conducted on a bi‐weekly basis by the HOA
N12 Employee Training Owner/HOA will provide training to ensure awareness of maintenance activities
that may result in pollutants reaching the storm drain.
N13 Housekeeping of Loading Docks No loading docks are present in this project.
N14 Catch Basin Inspection Program
Per the O & M Manual, the HOA will maintain and inspect proposed catch basins
on private streets. Cleaning shall be done in late summer/early fall prior to the
start of the rainy season. Inspection shall also include storm drain pipes, inlets,
and other storm drain appurtenances. A record of all employees or facility
maintenance by HOA shall be logged and kept to closely monitor the inspection
of catch basin and other drainage facilities connected to it to all proposed BMPs.
N15 Vacuum Sweeping of Private Streets and
Parking Lots
The owner/HOA shall have vacuum sweeping of private streets and parking lots
on a weekly basis or whenever necessary.
N16 Other Non‐structural Measures for Public
Agency Projects
N/A
N17 Comply with all other applicable NPDES
permits
The developer shall complete and file a SWPPP to the State Regional Board and
forward a copy of NOI to the city.
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
S1 Provide storm drain system stencilling and signage
(CASQA New Development BMP Handbook SD‐13)
Storm drain system stencilling and signage will be applied/installed where
necessary.
S2
Design and construct outdoor material storage
areas to reduce pollution introduction (CASQA
New Development BMP Handbook SD‐34)
No outdoor material storage area in this project.
S3
Design and construct trash and waste storage
areas to reduce pollution introduction (CASQA
New Development BMP Handbook SD‐32)
There are no trash areas proposed for this project
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)
HOA and homeowner may employ any of the following: 1. Install rain shutoff
devices to prevent irrigation after precipitation 2. Maintain and fix broken
sprinklers or lines. 3. Implement landscape plan consistent with County
Water Conservation Resolution or City Equivalent. 4. Group plants with
similar water requirements. 5. Choose drought tolerant plants. 6. Design
irrigation systems to each landscape area’s specific water requirements. 7. Be AB
1881 compliant.
S5
Finish grade of landscaped areas at a minimum of
1‐2 inches below top of curb, sidewalk, or
pavement
Landscape will be kept below top of curb to ensure higher retention of
irrigation and storm water. See Sheet 7 of the Precise Grading Plan.
S6
Protect slopes and channels and provide energy
dissipation (CASQA New Development BMP
Handbook SD‐10)
No channel or steep slopes proposed for this project.
S7 Covered dock areas (CASQA New Development
BMP Handbook SD‐31)
Project doesn't include dock areas.
S8
Covered maintenance bays with spill containment
plans (CASQA New Development BMP Handbook
SD‐31)
Project doesn't include maintenance bays.
S9 Vehicle wash areas with spill containment plans
(CASQA New Development BMP Handbook SD‐33)
Project doesn't include vehicle wash areas.
Water Quality Management Plan (WQMP)
4‐6
S10 Covered outdoor processing areas (CASQA New
Development BMP Handbook SD‐36)
None is proposed in this project.
Form 4.1‐2 Structural Source Control BMPs
Identifier Name
Check One Describe BMP Implementation OR,
If not applicable, state reason Included Not
Applicable
S11
Equipment wash areas with spill containment
plans (CASQA New Development BMP Handbook
SD‐33)
Project doesn't include equipment wash areas.
S12 Fueling areas (CASQA New Development BMP
Handbook SD‐30)
Project doesn't include fueling areas.
S13 Hillside landscaping (CASQA New Development
BMP Handbook SD‐10)
Project doesn't include hillside landscaping.
S14 Wash water control for food preparation areas Project doesn't include food preparation areas.
S15 Community car wash racks (CASQA New
Development BMP Handbook SD‐33)
Project doesn't include community car wash rackets.
Water Quality Management Plan (WQMP)
4‐7
4.1.2 Preventative LID Site Design Practices
Site design practices associated with new LID requirements in the MS4 Permit should be considered in the earliest
phases of a project. Preventative site design practices can result in smaller DCV for LID BMP and hydromodification
control BMP by reducing runoff generation. Describe site design and drainage plan including:
Refer to Section 5.2 of the TGD for WQMP for more details.
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: Hardscape proposed only where necessary.
Maximize natural infiltration capacity: Yes No
Explanation: Landscaping is implemented to maximize natural infiltration capacity. The site is on mild slope allowing natural
infiltration capacity to be maximized. Minimize compaction to building envelope area and slopes during grading operations.
Building envelope and
Preserve existing drainage patterns and time of concentration: Yes No
Explanation: Proposed development will match the existing drainage pattern.
Disconnect impervious areas: Yes No
Explanation: Parkway landscape are built throughout the site to reduce continuous impervious area.`
Protect existing vegetation and sensitive areas: Yes No
Explanation: There is no vegetation or sensitive area in this site.
Re‐vegetate disturbed areas: Yes No
Explanation: Landscaped areas are proposed in this project.
Minimize unnecessary compaction in stormwater retention/infiltration basin/trench areas: Yes No
Explanation: Underground infilitration area will have minimal required compaction.
Utilize vegetated drainage swales in place of underground piping or imperviously lined swales: Yes No
Explanation: Drainage swales used as much as possible.
Stake off areas that will be used for landscaping to minimize compaction during construction : Yes No
Explanation Areas to be staked during construction.
A narrative of site design practices utilized or rationale for not using practices
A narrative of how site plan incorporates preventive site design practices
Include an attached Site Plan layout which shows how preventative site design practices are included in
WQMP
Water Quality Management Plan (WQMP)
4‐8
4.2 Project Performance Criteria
The purpose of this section of the Project WQMP is to establish targets for post‐development hydrology based on
performance criteria specified in the MS4 Permit. These targets include runoff volume for water quality control
(referred to as LID design capture volume), and runoff volume, time of concentration, and peak runoff for
protection of any downstream waterbody segments with a HCOC. If the project has more than one
outlet for stormwater runoff, then complete additional versions of these forms for each
DA / outlet.
Methods applied in the following forms include:
For LID BMP Design Capture Volume (DCV), the San Bernardino County Stormwater Program requires use of
the P6 method (MS4 Permit Section XI.D.6a.ii) – Form 4.2‐1
For HCOC pre‐ and post‐development hydrologic calculation, the San Bernardino County Stormwater Program
requires the use of the Rational Method (San Bernardino County Hydrology Manual Section D). Forms 4.2‐2
through Form 4.2‐5 calculate hydrologic variables including runoff volume, time of concentration, and peak
runoff from the project site pre‐ and post‐development using the Hydrology Manual Rational Method approach.
For projects greater than 640 acres (1.0 mi2), the Rational Method and these forms should not be used. For such
projects, the Unit Hydrograph Method (San Bernardino County Hydrology Manual Section E) shall be applied
for hydrologic calculations for HCOC performance criteria.
Refer to Section 4 in the TGD for WQMP for detailed guidance and instructions.
Form 4.2‐1 LID BMP Performance Criteria for Design Capture Volume
(DMA‐1)
1 Project area DA 1 (ft2):
100,138
2 Imperviousness after applying preventative
site design practices (Imp%): 65
3 Runoff Coefficient (Rc): _0.449
Rc = 0.858(Imp%)^3‐0.78(Imp%)^2+0.774(Imp%)+0.04
4 Determine 1‐hour rainfall depth for a 2‐year return period P2yr‐1hr (in): 0.60 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html
5 Compute P6, Mean 6‐hr Precipitation (inches): 0.888
P6 = Item 4 *C1, where C1 is a function of site climatic region specified in Form 3‐1 Item 1 (Valley = 1.4807; Mountain = 1.909; Desert = 1.2371)
6 Drawdown Rate
Use 48 hours as the default condition. Selection and use of the 24 hour drawdown time condition is subject to approval
by the local jurisdiction. The necessary BMP footprint is a function of drawdown time. While shorter drawdown times
reduce the performance criteria for LID BMP design capture volume, the depth of water that can be stored is also
reduced.
24‐hrs
48‐hrs
7 Compute design capture volume, DCV (ft3): 6,537
DCV = 1/12 * [Item 1* Item 3 *Item 5 * C2], where C2 is a function of drawdown rate (24‐hr = 1.582; 48‐hr = 1.963)
Compute separate DCV for each outlet from the project site per schematic drawn in Form 3‐1 Item 2
Form 4.2‐1 LID BMP Performance Criteria for Design Capture Volume
(DMA‐2)
Water Quality Management Plan (WQMP)
4‐9
1 Project area DA 1 (ft2):
77,851
2 Imperviousness after applying preventative
site design practices (Imp%): 65
3 Runoff Coefficient (Rc): _0.449
Rc = 0.858(Imp%)^3‐0.78(Imp%)^2+0.774(Imp%)+0.04
4 Determine 1‐hour rainfall depth for a 2‐year return period P2yr‐1hr (in): 0.60 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html
5 Compute P6, Mean 6‐hr Precipitation (inches): 0.888
P6 = Item 4 *C1, where C1 is a function of site climatic region specified in Form 3‐1 Item 1 (Valley = 1.4807; Mountain = 1.909; Desert = 1.2371)
6 Drawdown Rate
Use 48 hours as the default condition. Selection and use of the 24 hour drawdown time condition is subject to approval
by the local jurisdiction. The necessary BMP footprint is a function of drawdown time. While shorter drawdown times
reduce the performance criteria for LID BMP design capture volume, the depth of water that can be stored is also
reduced.
24‐hrs
48‐hrs
7 Compute design capture volume, DCV (ft3): 5,082
DCV = 1/12 * [Item 1* Item 3 *Item 5 * C2], where C2 is a function of drawdown rate (24‐hr = 1.582; 48‐hr = 1.963)
Compute separate DCV for each outlet from the project site per schematic drawn in Form 3‐1 Item 2
Form 4.2‐1 LID BMP Performance Criteria for Design Capture Volume
(DMA‐3)
1 Project area DA 1 (ft2):
27,619
2 Imperviousness after applying preventative
site design practices (Imp%): 65
3 Runoff Coefficient (Rc): _0.449
Rc = 0.858(Imp%)^3‐0.78(Imp%)^2+0.774(Imp%)+0.04
4 Determine 1‐hour rainfall depth for a 2‐year return period P2yr‐1hr (in): 0.60 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html
5 Compute P6, Mean 6‐hr Precipitation (inches): 0.888
P6 = Item 4 *C1, where C1 is a function of site climatic region specified in Form 3‐1 Item 1 (Valley = 1.4807; Mountain = 1.909; Desert = 1.2371)
6 Drawdown Rate
Use 48 hours as the default condition. Selection and use of the 24 hour drawdown time condition is subject to approval
by the local jurisdiction. The necessary BMP footprint is a function of drawdown time. While shorter drawdown times
reduce the performance criteria for LID BMP design capture volume, the depth of water that can be stored is also
reduced.
24‐hrs
48‐hrs
7 Compute design capture volume, DCV (ft3): 1,803
DCV = 1/12 * [Item 1* Item 3 *Item 5 * C2], where C2 is a function of drawdown rate (24‐hr = 1.582; 48‐hr = 1.963)
Compute separate DCV for each outlet from the project site per schematic drawn in Form 3‐1 Item 2
Water Quality Management Plan (WQMP)
4‐10
Form 4.2‐2 Summary of HCOC Assessment (DA 1)
Does project have the potential to cause or contribute to an HCOC in a downstream channel: Yes No
Go to: http://permitrack.sbcounty.gov/wap/
If “Yes”, then complete HCOC assessment of site hydrology for 2yr storm event using Forms 4.2‐3 through 4.2‐5 and insert results below
(Forms 4.2‐3 through 4.2‐5 may be replaced by computer software analysis based on the San Bernardino County Hydrology Manual)
If “No,” then proceed to Section 4.3 Project Conformance Analysis
Condition Runoff Volume (ft3) Time of Concentration (min) Peak Runoff (cfs)
Pre‐developed
1
Form 4.2‐3 Item 12
2
Form 4.2‐4 Item 13
3
Form 4.2‐5 Item 10
Post‐developed
4
Form 4.2‐3 Item 13
5
Form 4.2‐4 Item 14
6
Form 4.2‐5 Item 14
Difference
7
Item 4 – Item 1
8
Item 2 – Item 5
9
Item 6 – Item 3
Difference
(as % of pre‐developed)
10 %
Item 7 / Item 1
11 %
Item 8 / Item 2
12 %
Item 9 / Item 3
Water Quality Management Plan (WQMP)
4‐11
Form 4.2‐3 HCOC Assessment for Runoff Volume (DA 1)
Weighted Curve Number
Determination for:
Pre‐developed DA
DMA A DMA B DMA C DMA D DMA E DMA F DMA G DMA H
1a Land Cover type
2a Hydrologic Soil Group (HSG)
3a DMA Area, ft2 sum of areas of
DMA should equal area of DA
4a Curve Number (CN) use Items
1 and 2 to select the appropriate CN
from Appendix C‐2 of the TGD for
WQMP
Weighted Curve Number
Determination for:
Post‐developed DA
DMA A DMA B DMA C DMA D DMA E DMA F DMA G DMA H
1b Land Cover type
2b Hydrologic Soil Group (HSG)
3b DMA Area, ft2 sum of areas of
DMA should equal area of DA
4b Curve Number (CN) use Items
5 and 6 to select the appropriate CN
from Appendix C‐2 of the TGD for
WQMP
5 Pre‐Developed area‐weighted CN: 7 Pre‐developed soil storage capacity, S (in):
S = (1000 / Item 5) ‐ 10
9 Initial abstraction, Ia (in):
Ia = 0.2 * Item 7
6 Post‐Developed area‐weighted CN: 8 Post‐developed soil storage capacity, S (in):
S = (1000 / Item 6) ‐ 10
10 Initial abstraction, Ia (in):
Ia = 0.2 * Item 8
11 Precipitation for 2 yr, 24 hr storm (in):
Go to: http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html
12 Pre‐developed Volume (ft3):
Vpre =(1 / 12) * (Item sum of Item 3) * [(Item 11 – Item 9)^2 / ((Item 11 – Item 9 + Item 7)
13 Post‐developed Volume (ft3):
Vpre =(1 / 12) * (Item sum of Item 3) * [(Item 11 – Item 10)^2 / ((Item 11 – Item 10 + Item 8)
14 Volume Reduction needed to meet HCOC Requirement, (ft3):
VHCOC = (Item 13 * 0.95) – Item 12
Water Quality Management Plan (WQMP)
4‐12
Form 4.2‐4 HCOC Assessment for Time of Concentration (DA 1)
Compute time of concentration for pre and post developed conditions for each DA (For projects using the Hydrology Manual complete the
form below)
Variables
Pre‐developed DA1
Use additional forms if there are more than 4 DMA
Post‐developed DA1
Use additional forms if there are more than 4 DMA
DMA A DMA B DMA C DMA D DMA A DMA B DMA C DMA D
1 Length of flowpath (ft) Use Form 3‐2
Item 5 for pre‐developed condition
2 Change in elevation (ft)
3 Slope (ft/ft), So = Item 2 / Item 1
4 Land cover
5 Initial DMA Time of Concentration
(min) Appendix C‐1 of the TGD for WQMP
6 Length of conveyance from DMA
outlet to project site outlet (ft)
May be zero if DMA outlet is at project
site outlet
7 Cross‐sectional area of channel (ft2)
8 Wetted perimeter of channel (ft)
9 Manning’s roughness of channel (n)
10 Channel flow velocity (ft/sec)
Vfps = (1.49 / Item 9) * (Item 7/Item 8)^0.67
* (Item 3)^0.5
11 Travel time to outlet (min)
Tt = Item 6 / (Item 10 * 60)
12 Total time of concentration (min)
Tc = Item 5 + Item 11
13 Pre‐developed time of concentration (min): Minimum of Item 12 pre‐developed DMA
14 Post‐developed time of concentration (min): Minimum of Item 12 post‐developed DMA
15 Additional time of concentration needed to meet HCOC requirement (min): TC‐HCOC = (Item 13 * 0.95) – Item 14
Water Quality Management Plan (WQMP)
4‐13
Form 4.2‐5 HCOC Assessment for Peak Runoff (DA 1)
Compute peak runoff for pre‐ and post‐developed conditions
Variables
Pre‐developed DA to Project
Outlet (Use additional forms if
more than 3 DMA)
Post‐developed DA to Project
Outlet (Use additional forms if
more than 3 DMA)
DMA A DMA B DMA C DMA A DMA B DMA C
1 Rainfall Intensity for storm duration equal to time of concentration
Ipeak = 10^(LOG Form 4.2‐1 Item 4 ‐ 0.6 LOG Form 4.2‐4 Item 5 /60)
2 Drainage Area of each DMA (Acres)
For DMA with outlet at project site outlet, include upstream DMA (Using example
schematic in Form 3‐1, DMA A will include drainage from DMA C)
3 Ratio of pervious area to total area
For DMA with outlet at project site outlet, include upstream DMA (Using example
schematic in Form 3‐1, DMA A will include drainage from DMA C)
4 Pervious area infiltration rate (in/hr)
Use pervious area CN and antecedent moisture condition with Appendix C‐3 of the TGD
for WQMP
5 Maximum loss rate (in/hr)
Fm = Item 3 * Item 4
Use area‐weighted Fm from DMA with outlet at project site outlet, include upstream
DMA (Using example schematic in Form 3‐1, DMA A will include drainage from DMA C)
6 Peak Flow from DMA (cfs)
Qp =Item 2 * 0.9 * (Item 1 ‐ Item 5)
7 Time of concentration adjustment factor for other DMA to
site discharge point
Form 4.2‐4 Item 12 DMA / Other DMA upstream of site discharge
point (If ratio is greater than 1.0, then use maximum value of 1.0)
DMA A n/a n/a
DMA B n/a n/a
DMA C n/a n/a
8 Pre‐developed Qp at Tc for DMA A:
Qp = Item 6DMAA + [Item 6DMAB * (Item 1DMAA ‐ Item
5DMAB)/(Item 1DMAB ‐ Item 5DMAB)* Item 7DMAA/2] +
[Item 6DMAC * (Item 1DMAA ‐ Item 5DMAC)/(Item 1DMAC ‐
Item 5DMAC)* Item 7DMAA/3]
9 Pre‐developed Qp at Tc for DMA B:
Qp = Item 6DMAB + [Item 6DMAA * (Item 1DMAB ‐ Item
5DMAA)/(Item 1DMAA ‐ Item 5DMAA)* Item 7DMAB/1] +
[Item 6DMAC * (Item 1DMAB ‐ Item 5DMAC)/(Item 1DMAC ‐
Item 5DMAC)* Item 7DMAB/3]
10 Pre‐developed Qp at Tc for DMA C:
Qp = Item 6DMAC + [Item 6DMAA * (Item 1DMAC ‐ Item
5DMAA)/(Item 1DMAA ‐ Item 5DMAA)* Item 7DMAC/1] +
[Item 6DMAB * (Item 1DMAC ‐ Item 5DMAB)/(Item 1DMAB
‐ Item 5DMAB)* Item 7DMAC/2]
10 Peak runoff from pre‐developed condition confluence analysis (cfs): Maximum of Item 8, 9, and 10 (including additional forms as needed)
11 Post‐developed Qp at Tc for DMA A:
Same as Item 8 for post‐developed values
12 Post‐developed Qp at Tc for DMA B:
Same as Item 9 for post‐developed values
13 Post‐developed Qp at Tc for DMA C:
Same as Item 10 for post‐developed
values
14 Peak runoff from post‐developed condition confluence analysis (cfs): Maximum of Item 11, 12, and 13 (including additional forms as
needed)
15 Peak runoff reduction needed to meet HCOC Requirement (cfs): Qp‐HCOC = (Item 14 * 0.95) – Item 10
Water Quality Management Plan (WQMP)
4‐14
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.
Water Quality Management Plan (WQMP)
4‐15
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)
4‐16
4.3.1 Site Design Hydrologic Source Control BMP
Section XI.E. of the Permit emphasizes the use of LID preventative measures; and the use of LID HSC BMPs
reduces the portion of the DCV that must be addressed in downstream BMPs. Therefore, all applicable HSC
shall be provided except where they are mutually exclusive with each other, or with other BMPs. Mutual
exclusivity may result from overlapping BMP footprints such that either would be potentially feasible by itself,
but both could not be implemented. Please note that while there are no numeric standards regarding the use of
HSC, if a project cannot feasibly meet BMP sizing requirements or cannot fully address HCOCs, feasibility of all
applicable HSC must be part of demonstrating that the BMP system has been designed to retain the maximum
feasible portion of the DCV. Complete Form 4.3‐2 to identify and calculate estimated retention volume from
implementing site design HSC BMP. Refer to Section 5.4.1 in the TGD for more detailed guidance.
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): 0 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): 0 Vretention =Sum of Item 12 for all BMPs
Water Quality Management Plan (WQMP)
4‐17
Form 4.3‐2 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): 0 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 1 DMA 1
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): 0 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): 0 Vretention =Sum of Item 28 for all BMPs
30 Total Retention Volume from Site Design Hydrologic Source Control BMPs: 0 Sum of Items 5, 13, 20, 25 and 29
Water Quality Management Plan (WQMP)
4‐18
4.3.2 Infiltration BMPs
Use Form 4.3‐3 to compute on‐site retention of runoff from proposed retention and infiltration BMPs. Volume
retention estimates are sensitive to the percolation rate used, which determines the amount of runoff that can
be infiltrated within the specified drawdown time. The infiltration safety factor reduces field measured
percolation to account for potential inaccuracy associated with field measurements, declining BMP
performance over time, and compaction during construction. Appendix D of the TGD for WQMP provides
guidance on estimating an appropriate safety factor to use in Form 4.3‐3.
If site constraints limit the use of BMPs to a single type and implementation of retention and infiltration BMPs
mitigate no more than 40% of the DCV, then they are considered infeasible and the Project Proponent may
evaluate the effectiveness of BMPs lower in the LID hierarchy of use (Section 5.5.1 of the TGD for WQMP)
If implementation of infiltrations BMPs is feasible as determined using Form 4.3‐1, then LID infiltration BMPs
shall be implemented to the MEP (section 4.1 of the TGD for WQMP).
Water Quality Management Plan (WQMP)
4‐19
Form 4.3‐3 Infiltration LID BMP ‐ including underground BMPs (DA 1)
1 Remaining LID DCV not met by site design HSC BMP (ft3): 13,422 Vunmet = Form 4.2‐1 Item 7 ‐ Form 4.3‐2 Item 30
BMP Type Use columns to the right to compute runoff volume retention
from proposed infiltration BMP (select BMP from Table 5‐4 in TGD for
WQMP) ‐ Use additional forms for more BMPs
DA 1 DMA 1
BMP Type
infiltration Basin
DA 1 DMA 2
BMP Type
Infiltration Basin
DA 1 DMA 3
BMP Type Infiltration
Basin
2 Infiltration rate of underlying soils (in/hr) See Section 5.4.2 and
Appendix D of the TGD for WQMP for minimum requirements for
assessment methods
10.61 10.08 10.2
3 Infiltration safety factor See TGD Section 5.4.2 and Appendix D 2 2 2
4 Design percolation rate (in/hr) Pdesign = Item 2 / Item 3 5.3 5.04 5.1
5 Ponded water drawdown time (hr) Copy Item 6 in Form 4.2‐1 48 48 48
6 Maximum ponding depth (ft) BMP specific, see Table 5‐4 of the TGD
for WQMP for BMP design details
7 7 7
7 Ponding Depth (ft) dBMP = Minimum of (1/12*Item 4*Item 5) or Item 6 7 7 7
8 Infiltrating surface area, SABMP (ft2) the lesser of the area needed for
infiltration of full DCV or minimum space requirements from Table 5.7 of
the TGD for WQMP
1163 774 270
9 Amended soil depth, dmedia (ft) Only included in certain BMP types,
see Table 5‐4 in the TGD for WQMP for reference to BMP design details
N/A N/A
10 Amended soil porosity N/A N/A
11 Gravel depth, dmedia (ft) Only included in certain BMP types, see
Table 5‐4 of the TGD for WQMP for BMP design details
0.5 0.5 0.5
12 Gravel porosity 0.4 0.4 0.4
13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 3 3 3
14 Above Ground Retention Volume (ft3) Vretention = Item 8 * [Item7 +
(Item 9 * Item 10) + (Item 11 * Item 12) + (Item 13 * (Item 4 / 12))]
0 0 0
15 Underground Retention Volume (ft3) Volume determined using
manufacturer’s specifications and calculations
6,587 5,394 1,855
16 Total Retention Volume from LID Infiltration BMPs: 13,836 (Sum of Items 14 and 15 for all infiltration BMP included in plan)
17 Fraction of DCV achieved with infiltration BMP: 100% Retention% = Item 16 / Form 4.2‐1 Item 7
18 Is full LID DCV retained onsite with combination of hydrologic source control and LID retention/infiltration BMPs? Yes No
If yes, demonstrate conformance using Form 4.3‐10; If no, then reduce Item 3, Factor of Safety to 2.0 and increase Item 8, Infiltrating Surface Area, such that
the portion of the site area used for retention and infiltration BMPs equals or exceeds the minimum effective area thresholds (Table 5‐7 of the TGD for WQMP)
for the applicable category of development and repeat all above calculations.
Water Quality Management Plan (WQMP)
4‐20
4.3.3 Harvest and Use BMP
Harvest and use BMP may be considered if the full LID DCV cannot be met by maximizing infiltration BMPs.
Use Form 4.3‐4 to compute on‐site retention of runoff from proposed harvest and use BMPs.
Volume retention estimates for harvest and use BMPs are sensitive to the on‐site demand for captured
stormwater. Since irrigation water demand is low in the wet season, when most rainfall events occur in San
Bernardino County, the volume of water that can be used within a specified drawdown period is relatively low.
The bottom portion of Form 4.3‐4 facilitates the necessary computations to show infeasibility if a minimum
incremental benefit of 40 percent of the LID DCV would not be achievable with MEP implementation of on‐site
harvest and use of stormwater (Section 5.5.4 of the TGD for WQMP).
Form 4.3‐4 Harvest and Use BMPs (DA 1)
1 Remaining LID DCV not met by site design HSC or infiltration BMP (ft3): 0
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 0 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)
4‐21
4.3.4 Biotreatment BMP
Biotreatment BMPs may be considered if the full LID DCV cannot be met by maximizing retention and
infiltration, and harvest and use BMPs. A key consideration when using biotreatment BMP is the effectiveness
of the proposed BMP in addressing the pollutants of concern for the project (see Table 5‐5 of the TGD for
WQMP).
Use Form 4.3‐5 to summarize the potential for volume based and/or flow based biotreatment options to
biotreat the remaining unmet LID DCV w. Biotreatment computations are included as follows:
Use Form 4.3‐6 to compute biotreatment in small volume based biotreatment BMP (e.g. bioretention w/underdrains);
Use Form 4.3‐7 to compute biotreatment in large volume based biotreatment BMP (e.g. constructed wetlands);
Use Form 4.3‐8 to compute sizing criteria for flow‐based biotreatment BMP (e.g. bioswales)
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): 0 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.
Pathogen, Phosphorous, Nitrogen, Sediment, Oil and Grease, Trash and
Debris, Pesticides, PH
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): 0 Item 1 – Item 3
5 Remaining fraction of LID DCV for
sizing flow based biotreatment BMP:
0% Item 4 / Item 1
6 Flow‐based biotreatment BMP capacity provided (cfs): 0 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)
4‐22
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: 0
Sum of Item 14 for all volume‐based BMPs included in this form
Water Quality Management Plan (WQMP)
4‐23
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 : 0
(Sum of Item 12 for all BMP included in plan)
Water Quality Management Plan (WQMP)
4‐24
Form 4.3‐8 Flow Based Biotreatment (DA 1)
Biotreatment BMP Type
Vegetated swale, vegetated filter strip, or other comparable proprietary
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 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)
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)
4‐25
4.3.5 Conformance Summary
Complete Form 4.3‐9 to demonstrate how on‐site LID DCV is met with proposed site design hydrologic source
control, infiltration, harvest and use, and/or biotreatment BMP. The bottom line of the form is used to describe
the basis for infeasibility determination for on‐site LID BMP to achieve full LID DCV, and provides methods for
computing remaining volume to be addressed in an alternative compliance plan. If the project has more than
one outlet, then complete additional versions of this form for each outlet.
Form 4.3‐9 Conformance Summary and Alternative
Compliance Volume Estimate (DA 1)
1 Total LID DCV for the Project DA‐1 (ft3): 13,422 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): 13,422 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)
4‐26
4.3.6 Hydromodification Control BMP
Use Form 4.3‐10 to compute the remaining runoff volume retention, after LID BMP are implemented, needed to
address HCOC, and the increase in time of concentration and decrease in peak runoff necessary to meet targets
for protection of waterbodies with a potential HCOC. Describe hydromodification control BMP that address
HCOC, which may include off‐site BMP and/or in‐stream controls. Section 5.6 of the TGD for WQMP provides
additional details on selection and evaluation of hydromodification control BMP.
Form 4.3‐10 Hydromodification Control BMPs (DA 1)
1 Volume reduction needed for HCOC
performance criteria (ft3): N/A
(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): N/A 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): N/A Item 1 –
Item 2
4 Volume capture provided by incorporating additional on‐site or off‐site retention BMPs
(ft3): N/A 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)
4‐27
4.4 Alternative Compliance Plan (if applicable)
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).
Water Quality Management Plan (WQMP)
5‐1
Section 5 Inspection and Maintenance Responsibility
for Post Construction BMP
All BMP included as part of the project WQMP are required to be maintained through regular scheduled
inspection and maintenance (refer to Section 8, Post Construction BMP Requirements, in the TGD for WQMP).
Fully complete Form 5‐1 summarizing all BMP included in the WQMP. Attach additional forms as needed. The
WQMP shall also include a detailed Operation and Maintenance Plan for all BMP and may require a
Maintenance Agreement (consult the jurisdiction’s LIP). If a Maintenance Agreement is required, it must also
be attached to the WQMP.
Form 5‐1 BMP Inspection and Maintenance
(use additional forms as necessary)
BMP Reponsible
Party(s)
Inspection/ Maintenance
Activities Required
Minimum Frequency
of Activities
N1
Education
HOA Provide educational materials to homeowners and renters
regarding their actions on storm water runoff and the
quality of receiving waters.
Upon turn over to
homeowners or lease
agreement and June
of each year
N2
Activity
Restrictions
HOA Vehicle washing, maintenance and storage of materials
shall be prohibited
Daily
N11
Litter/Debris
Program
HOA Common areas shall be kept cleared of all litter and debris Weekly
N12
Employee or
HOA
contractor
Training/Educa
tion
HOA
Provide training regarding the impacts of improper
disposal of hazardous and waste materials, improper
watering, fertilizers, pesticides, and maintenance activities
on water quality through the San Bernardino County
Website.
Upon initial hiring
and every June
thereafter
N14
Catch basin
HOA
Inspection and cleaning of catch basins, filters, storm drain
pipes, inlets, and other storm drain appurtenances. If
illegal dumping has occurred, the proper authorities and
property owner representative shall be notified as soon as
practicable. 2. Using an industrial vacuum, the collected
materials shall be removed from the liner.
At least April, July,
and October of
each year
N15
Street
Sweeping
HOA Sweep/vacuum all private streets Weekly
S1
Storm drain
Stenciling
Developer
then HOA
Developer will provide initial stenciling and then HOA will
re‐stencil as necessary to maintain legibility. Per CASQA
Fact Sheet SD‐13
As needed, or June of
each odd year
Water Quality Management Plan (WQMP)
5‐2
S4
Landscape
Planning and
Site Design
&Efficient
Irrigation
HOA/Home
owners
(private)
and LMD
Inspect all Common landscape areas and replace dead
vegetation and remove trash. Properly manage
pesticides and fertilizers per City Ordinances. Replace
mulch as necessary. Inspect, adjust, and repair irrigation
system. Planting will comply with City Landscape
Ordinance. Verify that runoff minimizing landscape
design continues to function by checking that water
sensors are functioning properly, that irrigation heads
are adjusted properly to eliminate overspray to
hardscape areas, and to verify that irrigation timing and
cycle lengths are adjusted in accordance with water
demands, given time of year, weather and day or night
time temperatures.
Weekly
Filter insert HOA
Remove/clean debris, trash, oils, and pollutants from
liner. Inspect liner, gaskets, medium pouches, frame, and
mounting brackets for continues serviceability and
replace as necessary.
Inspect 3 times/year,
change filter media
once a year
Infiltration
chamber HOA
Inspect and remove litter and debris. Remove any trash
causing any obstructions at the inlet, outlet, and
manholes. Clean and inspect for accumulated sediment
or trash that may cause clogging per CASQA Fact Sheet
TC‐11.
Inspect twice per
year (beginning and
end of rainy season,
October and May)
and after heavy
runoff events.
6‐1
Section 6 WQMP Attachments
6.1. Site Plan and Drainage Plan
Include a site plan and drainage plan sheet set containing the following minimum information:
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 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.
6.3 Post Construction
Attach all O&M Plans and Maintenance Agreements for BMP to the WQMP.
6.4 Other Supporting Documentation
BMP Educational Materials
Activity Restriction – C, C&R’s & Lease Agreements
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
H04
I
H02
A
U
H12
H09
III
V
H11IV
H08
H07
X
H05
H03
H06
J
VII
F
H01
VI
VIII
B
E
W
H10
IX
XIII
II
G
C
H02BH02A
II
H12
II
I 15
I 10
STATE HWY 60
I 215
STATE
9
1
STATE HWY 210
ST
A
T
E
H
W
Y
7
1
I 10 - I 15
ST
A
T
E
H
W
Y
2
5
9
STATE 91
I
1
5
STATE HWY 210
STATE HWY 60
STA
T
E
H
W
Y
7
1
STAT
E
H
W
Y
7
1
Seven Oaks Dam, COE
San Antonio Basin #9
Seven Oaks Dam, COE
San Antonio Dam
Seven Oaks Dam, COE [DSOD]
Seven Oaks Dam, COE
Waterman Spreading Grounds
Seven Oaks Dam, COE
Wineville Basin
San Sevaine Basin #5 [DSOD]
Prado Dam
Twin Creek Spreading Grounds
Riverside Basin
Jurupa Basin [DSOD]
Waterman Basin #1
San Antonio Basin #5San Antonio Basin #2
Cucamonga Basin #6
Plunge Creek Spreading Grounds
Victoria Basin City Creek Spreading GroundsSan Antonio Basin #8
Devil Basin #7
Rich Basin
Potato Creek Spreading Grounds
Patton Basin
Lytle Creek Gatehouse, COE
Cactus Basin #3bCactus Basin #5
Brooks Basin
8th Street Basin #1
Mojave River Forks Dam; COE [DSOD]
Linden Basin
Wiggins Basin #1
Ely Basin #2
Cactus Basin #2
Declez Basin [DSOD]
Turner Basin #1
Banana Basin
Day Creek Dam [DSOD]
Grove Avenue Basin
Etiwanda Conservation Basin
Bledsoe Basin
Montclair Basin #2
Sycamore Basin
Devil Basin #4
Church Street Basin
Lower Cucamonga Sprdg Grnds
Warm Creek Conservation Basin #4
Ranchero Basin
Montclair Basin #1College Heights Basin #4College Heights Basin #1
Bailey Basin
Montclair Basin #4
Mountain View Basin
Wilson Creek Basin #3San Timoteo Sediment Basin #3
Hillside Basin, COE
Wildwood Basin #2
Demens Basin #2 Dynamite Basin
San Timoteo Sediment Basin #18
Sand Canyon Basin
San Timoteo Sediment Basin #13
Perris Hill Basin
13th Street Basin
Cook Canyon Basin
Deep
C
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e
e
k
Mill Cre
e
k
Cajon C
r
e
e
k
W
a
s
h
Zanja Creek
Lytle C
r
e
e
k
W
a
s
h
San
t
a
A
n
a
R
i
v
e
r
She
e
p
C
r
e
e
k
Oak Glen Creek
Mo
j
a
v
e
R
i
v
e
r
Cy
p
r
e
s
s
C
h
a
n
n
e
l
Sawpit Canyon
Ho
r
s
e
C
a
n
y
o
n
Live Oak Cre
e
k
Grout
C
r
e
e
k
Yucaipa Creek
Horsethief Ca
n
y
o
n
Se
e
l
e
y
C
r
e
e
k
Cleghorn Canyon
Morrey Arroyo
Arrowbear Creek
Sand Ca
n
y
o
n
C
r
e
e
k
Saw
p
i
t
C
a
n
y
o
n
Legend
Regional Board Boundary
County Boundary
DrainageCourse
<all other values>
Hydromodification
EHM
Low
Medium
High
High (Default)
Government Land
State of California Land
United States of America Land
City Boundary
Freeways
Basins and Dams
HCOC Exempt Areas
None Exempt
HCOC Exempt
A
B
C
E
F
G
H01
H02
H02A
H02B
H03
H04
H05
H06
H07
H08
H09
H10
H11
H12
I
II
III
IV
IX
J
U
V
VI
VII
VIII
W
X
XIII
Figure F-1
Project
site
APPENDIX A
WQMP Site Plan
and
Drainage Map
PROJECT SITE
Table 1 – Design Capture Volume (DCV) Calculation
Table 2 – Design Capture Flow Calculation
DMA Area imp Rc P2yr,1hr P6 Climate
Re ion C1 Draw
down C2 DCV
(ac) (in/hr) (in) (hr) (cf)
1 2.3 0.65 0.449 0.6 0.888 Valley 1.48 48 1.963 6,537
2 1.79 0.65 0.449 0.6 0.888 Valley 1.48 48 1.963 5,082
3 0.63 0.65 0.449 0.6 0.888 Valley 1.48 48 1.963 1,803
Total 4.72 13,422
DMA Area Rain 2yr,1hr Reg.Coef. FS I_BMP imp C_BMP DCF
(ac) (in/hr) (in) (cfs)
1 2.3 0.6 0.28 2.625 0.33 0.65 0.45 0.45
2 1.79 0.6 0.28 2.625 0.33 0.65 0.45 0.35
3 0.63 0.6 0.28 2.625 0.33 0.65 0.45 0.13
Table 3 – WQMP Infiltration Basin Summary
(FS=2, Void Ratio=0.4)
Basin
# DCV CMP
Diam.
CMP
Len.
Raw
Infil.
Rate
#
Rows
Basin
Depth(1)
Infil.
rea
3-hr
Fillin
CMP
Vol.(2)
Gravel
Vol.(2)
Total
Vol.
Prov.
cf in ft in/hr ft sf cf cf cf cf
1 6,537 66 153 10.61 1 6.5 1,163 1,542 3,635 1,568 6,745
2 5,082 84 84 10.08 1 8 774 975 3,233 1,186 5,394
3 1,803 84 28 10.2 1 8 270 344 1,078 433 1,855
Total 13,422 13,994
(1) 6” gravel above and under CMP
(2) Per manufacturer’s drawing and details
Table 4 – WQMP Infiltration Basin Drawdown Summary
Basin Raw Infil. Rate FS Infil. Vol(1) Infil. Area Draw Down
(in/hr) (cf) (sf) (hr)
1 10.61 2 5,203 1,163 10.2
2 10.08 2 4,419 774 13.7
3 10.2 2 1,511 270 13.3
(1) Volume in CMP and gravel
Table 5 – Filter Insert Sizing
Filter # Area Design Flow Box Size Filter Model Filtered Flow
ac cfs cfs
1 2.24 0.45 36”x36” TR14CR 16 0.72
2 1.84 0.35 36”x36” TR14CR 16 0.72
3 0.63 0.13 36”x36” TR14CR(16) 0.72
CI
T
R
U
S
A
V
E
N
U
E
NOT A PART
NOT A PART
TO
K
A
Y
A
V
E
N
U
E
PL
PL
PL
PL
C DRIVE
A DRIVE
E DRIVE
D
D
R
I
V
E
B
D
R
I
V
E
DMA1
A-1A-2A-3
A-
4
B-5
B-
1
B-2B-3B-4
GI#1
GI#2
GI#3
GI#4
GI#5
GI#6GI#7GI#8
PKWY
DRAIN OVERFLOW
CONC. BOX W/
EXIST. CONC. BOX CHANNEL
PER TR. 10382, STREET PLAN
SHT. 5
DETENTION BASIN (D2)
DMA3
DMA2
IN
F
I
L
T
R
A
T
I
O
N
B
A
S
I
N
(
I
1
)
,
D
=
6
6
"
,
L
=
1
5
3
'
,
V
O
L
.
=
6
,
7
4
5
C
F
INFILTRATION BASIN(I2)
D=84", L=84', VOL.=5,394 CF
IN
F
I
L
T
R
A
T
I
O
N
B
A
S
I
N
(
I
3
)
D=
8
4
"
,
L
=
2
8
'
,
V
O
L
.
=
1
,
8
5
5
C
F
DE
T
E
N
T
I
O
N
B
A
S
I
N
(
D
1
)
,
D
=
7
2
"
,
L
=
2
8
5
'
,
V
O
L
.
=
8
,
0
5
4
C
F
AREA=1.79 AC
DCV=5,082 CF
AREA=2.30 AC
DCV=6,537 CF
AREA=0.63 AC
DCV=1,803 CF
ORIFICE PLATE
CONC. BOX W/
ORIFICE PLATE
GI#9
D=60", L=41' (X9)
VOL.=11,043 CF
IN THE CITY OF FONTANA, STATE OF CALIFORNIA
WATER QUALITY MANAGEMENT PLAN
TRACT NO. 20787
TRACT 20787
FONTANA, CA
RC HOMES, INC.
DEVELOPER/APPLICANT:
WQMP MAP
RIDGE CREST REAL ESTATE, LLC
LOS ANGELES, CA 90004
550 N LARCHMONT BLVD., SUITE 201
TEL: (323) 450-2334
UNITED CIVIL, INC.
30141 Agoura Rd., Suite 215
Agoura Hills, CA 91301
PHONE: (818) 707-8648
FAX: (818) 707-8649
PREPARED BY:
REENIGNEANOIL
T NG
SEFORPDERESIGERSIEWHUT
S
NO.46026
A
LIFORNIALSTATEOFCA
CI V I
EXP.12-31-2026
Site
NO
S
C
A
L
E
VICINITY MAP
ONT
A
R
I
O
F
W
Y
FOOTHILL FWY
W FOOTHILL BLVD
SI
E
R
R
A
A
V
E
SAN BERNARDINO FWY
CI
T
R
U
S
A
V
E
TRACT 20787
FONTANA, CA
RC HOMES, INC.
DEVELOPER/APPLICANT:
WQMP MAP
RIDGE CREST REAL ESTATE, LLC
LOS ANGELES, CA 90004
550 N LARCHMONT BLVD., SUITE 201
TEL: (323) 450-2334
UNITED CIVIL, INC.
30141 Agoura Rd., Suite 215
Agoura Hills, CA 91301
PHONE: (818) 707-8648
FAX: (818) 707-8649
PREPARED BY:
REENIGNEANOIL
T NG
SEFORPDERESIGERSIEWHUT
S
NO.46026
A
LIFORNIALSTATEOFCA
CI V I
EXP.12-31-2026
TRACT 20787
FONTANA, CA
RC HOMES, INC.
DEVELOPER/APPLICANT:
WQMP MAP
RIDGE CREST REAL ESTATE, LLC
LOS ANGELES, CA 90004
550 N LARCHMONT BLVD., SUITE 201
TEL: (323) 450-2334
UNITED CIVIL, INC.
30141 Agoura Rd., Suite 215
Agoura Hills, CA 91301
PHONE: (818) 707-8648
FAX: (818) 707-8649
PREPARED BY:
REENIGNEANOIL
T NG
SEFORPDERESIGERSIEWHUT
S
NO.46026
A
LIFORNIALSTATEOFCA
CI V I
EXP.12-31-2026
TRACT 20787
FONTANA, CA
RC HOMES, INC.
DEVELOPER/APPLICANT:
WQMP MAP
RIDGE CREST REAL ESTATE, LLC
LOS ANGELES, CA 90004
550 N LARCHMONT BLVD., SUITE 201
TEL: (323) 450-2334
UNITED CIVIL, INC.
30141 Agoura Rd., Suite 215
Agoura Hills, CA 91301
PHONE: (818) 707-8648
FAX: (818) 707-8649
PREPARED BY:
REENIGNEANOIL
T NG
SEFORPDERESIGERSIEWHUT
S
NO.46026
A
LIFORNIALSTATEOFCA
CI V I
EXP.12-31-2026
TRACT 20787
FONTANA, CA
RC HOMES, INC.
DEVELOPER/APPLICANT:
WQMP MAP
RIDGE CREST REAL ESTATE, LLC
LOS ANGELES, CA 90004
550 N LARCHMONT BLVD., SUITE 201
TEL: (323) 450-2334
UNITED CIVIL, INC.
30141 Agoura Rd., Suite 215
Agoura Hills, CA 91301
PHONE: (818) 707-8648
FAX: (818) 707-8649
PREPARED BY:
REENIGNEANOIL
T NG
SEFORPDERESIGERSIEWHUT
S
NO.46026
A
LIFORNIALSTATEOFCA
CI V I
EXP.12-31-2026
TRACT 20787
FONTANA, CA
RC HOMES, INC.
DEVELOPER/APPLICANT:
WQMP MAP
RIDGE CREST REAL ESTATE, LLC
LOS ANGELES, CA 90004
550 N LARCHMONT BLVD., SUITE 201
TEL: (323) 450-2334
UNITED CIVIL, INC.
30141 Agoura Rd., Suite 215
Agoura Hills, CA 91301
PHONE: (818) 707-8648
FAX: (818) 707-8649
PREPARED BY:
REENIGNEANOIL
T NG
SEFORPDERESIGERSIEWHUT
S
NO.46026
A
LIFORNIALSTATEOFCA
CI V I
EXP.12-31-2026
24
"
MI
N
.
2"
8"
6'
-
0
"
1'-0"
5' MIN.
2"FINISH
GRADE
2" HIGH SOLID PRECISION
BLOCK CAP 10 x 2 x 16
ELEVATION
DAYLIGHT
LINE
NATURAL GRADE OR
COMPACTED SOIL
FINISH GRADESLOPE
LINE
6" CMU. BLOCK GROUT
CELLS w/ REINF. BARS
8 x 2 x 16 CAP
PROPERTY LINE
CONCRETE FOOTING
6'
-
0
"
4'
-
0
"
12"
EQ.EQ.
30
"
L
A
P
#4 @ T&B COURSE
EQ.EQ.
DOWELS TO MATCH
VERTICAL REINF.
#5 @16" O.C. VERTICAL
#4 @48" O.C. HORIZONTAL
3" CLR.
(4) #4 HORIZONTAL
SPLIT FACE BLOCK
(to match adjacent)
POOL
(20' x 28.5')
S S S S S S S S S S S S
S
S S S S S S S S S S
S
S
S
F F F F F F
W W W W W W W W W W
F
F
F
F
F
W
W
W
W
F F F F F F F F F F F
W W W W W W W W W W
W
F
W
W
W
W OFFICEPOOL
EQUIP.
TO
K
A
Y
A
V
E
CI
T
R
U
S
A
V
E
RESTOROOM
5'-0"
5'
-
3
"
EXISTING WALL6' H. MASONRY WALL with VINES,
ATOP RETAINING WALL, PER CIVIL
6' H. MASONRY WALL ATOP
RETAINING WALL, PER CIVIL
6' H.
MASONRY WALL
6' H.
VINYL FENCE
6' H. VINYL FENCE
LANDSCAPE LEGEND
HOA Front Yard Landscape
WUCOLS
6' Side Yard Vinyl Fence & Gate
6' High Block Wall
Combo Vinyl Fence atop
Retaining Wall per civl
6' High Tubular Steel Fence
SFD Rear Yard Landscape
Community Area TurfTurf
6' High Tubular Steel Gate
Community Space Landscape
(see detail A, sheet L-1)
Existing Block Wall to remain
Combo Masonry Wall atop
Retaining Wall per civl
SYMBOL BOTANICAL / COMMON NAME CONT QTY REMARKS
TREES
Arbuts u. 'Marina'
Marina Strawberry Tree 24"box 11 Low/
Standard
Arecastrum romanzoffianum
Queen Palm 12` BTH 3 Mod.
Matched
Cercidium x `Desert Museum`
Thornless Palo Verde 24"box 5 Low/
Standard
Cercis canadensis
Eastern Redbud 24"box 9 Low
Standard
Magnolia g. 'St. Mary'
Saint Mary Magnolia 24"box 15 Mod./
Standard
Podocarpus mac. 'Maki'
Shrubby Yew Pine 15 gal 24 Mod.
Columnar
Pyrus calleryana 'Chanticleer'
Chanticleer Callery Pear 24"box 7 Mod./
Std. Matched
Tristania conferta
Brisbane Box 24"box 3 Mod./
Standard
Tristania laurina 'Elegant'
Elegant Water Gum 24"box 8 Mod./
Standard
Ulmus parvifolia `True Green`
True Green Elm 36"box 16 Low
Matched
TREE PLANT SCHEDULE
BOTANICAL NAME COMMON NAME
SHRUBS
Aeonium x 'Mint Saucer' NO zn18 Mint Saucer Aeonium
Alyogyne huegelii Blue Hibiscus
Anigozanthos flavidus 'Big Red'Kangaroo Paw
Anigozanthos x `Kanga Pink'Kanga Pink Kangaroo Paw
Asparagus densiflorus `Myers`Myers Asparagus
Callistemon viminalis 'Little John'Little John Weeping Bottlebrush
Chondropetalum tectorum Cape Rush
Cistus ladanifer Crimson Spot Rockrose
Cordyline australis 'Red Star'Red Star Grass Palm
Correa x 'Ray's Tangerine'Ray's Tangerine Australian Fuchsia
Cuphea hyssopifolia False Heather
Dianella caerulea `Baby Bliss'Little Becca Flax Lily
Dianella rev. 'Clarity Blue'Clarity Blue Flax Lily
Dianella tasmanica `Variegata`Flax Lily
Dietes vegeta African Iris
Diplacus a. 'Jelly Bean Orange'Jelly Bean Orange Monkeyflower
Galvezia speciosa 'Firecracker'Firecracker Island Snapdragon
Juncus patens California Gray Rush
Lantana montevidensis 'Alba'White Trailing Lantana
Laurus nobilis `MonRik`Dwarf Sweet Bay
Lavandula a. `Thumbelina Leigh`Thumbelina Leigh English Lavender
Lavandula stoechas Spanish Lavender
Ligustrum j. 'Texanum'Waxleaf Privet
Lomandra hystrix 'Tropic Belle'Tropic Belle Mat Rush
Nandina domestica `Firepower`Firepower Heavenly Bamboo
Nandina domestica 'Lemon-Lime'Lemon-Lime Heavenly Bamboo
Nassella tenuissima Mexican Feather Grass
Nerium oleander `Little Salmon'Dwarf Salmon Oleander
Olea europaea 'Little Ollie' TM Little Ollie Olive
Pedilanthus macrocarpus Lady Slipper
Pelargonium tomentosum Peppermint Geranium
Penstemon h. 'Margarita BOP'Margarita BOP Penstemon
Phormium x 'Dark Delight'Dark Delight Purple Flax
Podocarpus macrophyllus 'Maki'Maki Yew Podocarpus
Polygala fruticosa `Petite Butterfly`Sweet Pea Shrub
Rhaphiolepis umbellata `Minor`Yedda Hawthorn
Rosa f. `Iceberg White'White Iceberg Rose
Rosmarinus officinalis `Tuscan Blue`Tuscan Blue Rosemary
Strelitzia r. juncea Narrow-leafed Bird of Paradise
Westringia fruticosa `Blue Gem`Blue Gem Coast Rosemary
Westringia fruticosa 'Morning Light'Morning Light Coast Rosemary
VINES
Bougainvillea x 'San Diego Red'San Diego Red Bougainvillea
Ficus pumila Creeping Fig
Lonicera japonica Japanese Honeysuckle
Macfadyena unguis-cati Cat's Claw Creeper
SHRUB PLANT SCHEDULE
Quantity Size Percentage
Turf - Community Open Space 1,097 Sod
COMMUNITY OPEN SPACE
LANDSCAPE 4,220 sf
Shrubs - Community Open Space 389 1 gal 20% @ 18" o.c.
Shrubs - Community Open Space 26 15 gal.10% @ 48" o.c.
Shrubs - Community Open Space 488 5 gal 70% @ 30" o.c.
FRONT YARD LANDSCAPE 18,798 sf
Shrubs - Front Yard 1,734 1 gal 20% @ 18" o.c.
Shrubs - Front Yard 113 15 gal.10% @ 48" o.c.
Shrubs - Front Yard 2,176 5 gal 70% @ 30" o.c.
CONCEPT PLANT SCHEDULE
LANDSCAPE AREA SUMMARY
PLANT QUANTITIES
Site Size: 5.299 Acres
Total Landscape Area: 94,585 9 S.F.
Front Yard HOA Landscape 18,798 s.f.
Rear Yard Landscape 71,567 s.f.
Community Open Space 4,220 s.f.
Total Landscape Percentage: 41%
[230,825 SF site / 94,585 landscape = 40.9%]
Community Open Space: 1.8% of site area
Tress:
36" Box- 16 Qty.
24" Box- 58 Qty.
12' BTH- 3 Qty.
15 Gal- 24 Qty.
L-1
Landscape Architecture
24013 Ventura Blvd. Suite 201
Calabasas, CA 91302
p 818.251-9718 f 818.251-9719
email: DesignWorks@lagroupinc.net
Design Works
Landscape Architecture
L.A. G roup Design W orks, Inc.
Date: 05-16-2025
JOB # 4871
0
SCALE:
feet204060
1" = 20'
NORTH
LANDSCAPE SUMMARY:
Proposed plant palette has been selected for its drought tolerant properties appropriate for the region,
per WUCOLS.
Street trees within city right-of-way shall be approved by governing agency.
All shrub areas shall receive a minimum 3" thick layer of mulch, except a) turf areas, b) creeping or
rooted ground cover areas.
All above ground utilities shall be provided with plant screening in accordance per requirements of city
and/or governing agencies.
Landscape plans shall comply with city/county landscape guidelines and regulations, and shall meet all
state water ordinance requirements set forth under (M)WELO and AB.1881.
Landscape shall be provided with an automatic irrigation system using a smart controller with weather
sensing devices.
A dedicated water meter will be used to facilitate water management and the point-of-connection
(POC) shall be equipped with a backflow device, master valve, and flow sensor.
Irrigation system shall utilize drip and low volume sprinklers, with circuits grouped by hydrozones, and
trees shall be irrigated on separate circuit with low volume bubblers.
Irrigation system shall utilize on-grade drip irrigation for site planter areas and sub-surface drip within
the R.O.W.
Pressure compensating devices shall be designed to ensure that the dynamic pressure at each
emission device is within the manufacturer's recommended pressure range for optimal performance.
Built-in emitter check valves or within pop-up bubbler bodies, will be used to manage water use and
eliminate run-off.
An agronomic soils report shall be prepared prior to installation of irrigation or amendments for all
planting areas.
POOL AREA
ENLARGEMENT
SEE L-2
COMMUNITY OPEN
SPACE ENLARGEMENT
SEE L-2
BLOCK WALL DETAIL 'A'
CITRUS AVENUE DETACHED HOMES
CONCEPTUAL LANDSCAPE PLAN
7844 CITRUS AVENUE, FONTANA CA 92336
Rev: 09-18-2025
APPENDIX B
BMP Design Calculations
and
Supporting Documents
NOAA Atlas 14, Volume 6, Version 2
Location name: Fontana, California, USA*
Latitude: 34.1109°, Longitude: -117.4548°
Elevation: 1327 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra
Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey
Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.119
(0.099‑0.144)
0.156
(0.130‑0.189)
0.206
(0.171‑0.251)
0.249
(0.205‑0.306)
0.308
(0.245‑0.392)
0.356
(0.277‑0.462)
0.406
(0.307‑0.540)
0.459
(0.338‑0.629)
0.535
(0.377‑0.765)
0.596
(0.406‑0.884)
10-min 0.170
(0.142‑0.206)
0.224
(0.186‑0.272)
0.296
(0.245‑0.360)
0.357
(0.293‑0.438)
0.442
(0.351‑0.562)
0.510
(0.396‑0.662)
0.581
(0.441‑0.775)
0.658
(0.485‑0.902)
0.766
(0.541‑1.10)
0.855
(0.582‑1.27)
15-min 0.206
(0.171‑0.249)
0.270
(0.225‑0.328)
0.358
(0.297‑0.436)
0.431
(0.355‑0.530)
0.534
(0.425‑0.679)
0.617
(0.479‑0.801)
0.703
(0.533‑0.937)
0.796
(0.586‑1.09)
0.927
(0.654‑1.33)
1.03
(0.704‑1.53)
30-min 0.307
(0.256‑0.373)
0.404
(0.336‑0.491)
0.535
(0.444‑0.651)
0.645
(0.530‑0.792)
0.799
(0.635‑1.02)
0.922
(0.717‑1.20)
1.05
(0.797‑1.40)
1.19
(0.876‑1.63)
1.38
(0.977‑1.98)
1.54
(1.05‑2.29)
60-min 0.458
(0.381‑0.556)
0.602
(0.501‑0.732)
0.797
(0.661‑0.970)
0.960
(0.790‑1.18)
1.19
(0.946‑1.51)
1.37
(1.07‑1.78)
1.57
(1.19‑2.09)
1.77
(1.30‑2.43)
2.06
(1.46‑2.95)
2.30
(1.57‑3.42)
2-hr 0.697
(0.581‑0.846)
0.907
(0.754‑1.10)
1.18
(0.981‑1.44)
1.41
(1.16‑1.73)
1.72
(1.37‑2.19)
1.97
(1.53‑2.55)
2.22
(1.68‑2.95)
2.48
(1.83‑3.40)
2.85
(2.01‑4.07)
3.14
(2.14‑4.65)
3-hr 0.895
(0.745‑1.08)
1.16
(0.963‑1.41)
1.50
(1.25‑1.83)
1.78
(1.47‑2.19)
2.16
(1.72‑2.75)
2.46
(1.91‑3.19)
2.76
(2.09‑3.67)
3.07
(2.26‑4.21)
3.49
(2.46‑5.00)
3.83
(2.61‑5.68)
6-hr 1.31
(1.09‑1.59)
1.69
(1.41‑2.05)
2.18
(1.81‑2.66)
2.58
(2.12‑3.16)
3.10
(2.46‑3.94)
3.50
(2.72‑4.55)
3.90
(2.96‑5.20)
4.31
(3.17‑5.91)
4.86
(3.43‑6.95)
5.28
(3.60‑7.84)
12-hr 1.76
(1.47‑2.14)
2.29
(1.91‑2.78)
2.96
(2.45‑3.60)
3.49
(2.87‑4.28)
4.18
(3.32‑5.31)
4.69
(3.65‑6.09)
5.20
(3.94‑6.93)
5.71
(4.20‑7.83)
6.38
(4.50‑9.14)
6.89
(4.70‑10.2)
24-hr 2.40
(2.12‑2.76)
3.16
(2.80‑3.65)
4.12
(3.63‑4.76)
4.86
(4.25‑5.67)
5.83
(4.94‑7.03)
6.55
(5.43‑8.05)
7.25
(5.87‑9.13)
7.94
(6.26‑10.3)
8.85
(6.70‑11.9)
9.53
(6.97‑13.3)
2-day 2.92
(2.59‑3.37)
3.94
(3.48‑4.54)
5.23
(4.61‑6.05)
6.25
(5.47‑7.29)
7.60
(6.44‑9.16)
8.61
(7.14‑10.6)
9.62
(7.79‑12.1)
10.6
(8.37‑13.8)
12.0
(9.05‑16.1)
13.0
(9.50‑18.1)
3-day 3.14
(2.78‑3.62)
4.31
(3.81‑4.97)
5.80
(5.12‑6.72)
7.01
(6.14‑8.18)
8.64
(7.32‑10.4)
9.88
(8.19‑12.1)
11.1
(9.01‑14.0)
12.4
(9.77‑16.1)
14.1
(10.7‑19.0)
15.4
(11.3‑21.6)
4-day 3.37
(2.99‑3.89)
4.67
(4.13‑5.39)
6.36
(5.61‑7.36)
7.74
(6.77‑9.02)
9.60
(8.13‑11.6)
11.0
(9.16‑13.6)
12.5
(10.1‑15.7)
14.0
(11.0‑18.1)
16.0
(12.1‑21.6)
17.6
(12.9‑24.6)
7-day 3.84
(3.40‑4.42)
5.40
(4.78‑6.24)
7.46
(6.58‑8.63)
9.14
(8.00‑10.7)
11.4
(9.70‑13.8)
13.2
(11.0‑16.3)
15.1
(12.2‑19.0)
17.0
(13.4‑22.0)
19.6
(14.8‑26.5)
21.7
(15.9‑30.2)
10-day 4.16
(3.68‑4.79)
5.90
(5.22‑6.81)
8.21
(7.24‑9.50)
10.1
(8.85‑11.8)
12.7
(10.8‑15.3)
14.8
(12.3‑18.2)
16.9
(13.7‑21.3)
19.1
(15.1‑24.8)
22.2
(16.8‑29.9)
24.6
(18.0‑34.3)
20-day 4.94
(4.37‑5.69)
7.10
(6.28‑8.19)
10.0
(8.82‑11.6)
12.4
(10.9‑14.5)
15.8
(13.4‑19.1)
18.5
(15.4‑22.8)
21.4
(17.3‑26.9)
24.4
(19.2‑31.6)
28.6
(21.6‑38.6)
32.0
(23.4‑44.7)
30-day 5.80
(5.14‑6.68)
8.33
(7.36‑9.61)
11.8
(10.4‑13.6)
14.7
(12.8‑17.1)
18.8
(15.9‑22.7)
22.1
(18.4‑27.2)
25.6
(20.8‑32.3)
29.4
(23.2‑38.1)
34.8
(26.3‑46.9)
39.2
(28.6‑54.7)
45-day 6.92
(6.12‑7.97)
9.81
(8.68‑11.3)
13.8
(12.2‑16.0)
17.2
(15.1‑20.1)
22.1
(18.8‑26.7)
26.1
(21.7‑32.2)
30.4
(24.6‑38.3)
35.1
(27.7‑45.4)
41.8
(31.6‑56.4)
47.4
(34.7‑66.1)
60-day 8.12
(7.19‑9.36)
11.3
(10.0‑13.1)
15.8
(14.0‑18.3)
19.7
(17.3‑23.0)
25.4
(21.5‑30.6)
30.0
(24.9‑36.9)
35.0
(28.4‑44.1)
40.5
(31.9‑52.4)
48.5
(36.7‑65.4)
55.2
(40.4‑77.1)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
3/11/25, 3:25 PM Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.1109&lon=-117.4548&data=depth&units=english&series=pds#table 1/4
Back to Top
PF graphical
Back to Top
Maps & aerials
Small scale terrain
3/11/25, 3:25 PM Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.1109&lon=-117.4548&data=depth&units=english&series=pds#table 2/4
Large scale terrain
Large scale map
Large scale aerial
+
–
3km
2mi
+
–
100km
60mi
+
–
100km
60mi
3/11/25, 3:25 PM Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.1109&lon=-117.4548&data=depth&units=english&series=pds#table 3/4
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions@noaa.gov
Disclaimer
+
–
100km
60mi
3/11/25, 3:25 PM Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.1109&lon=-117.4548&data=depth&units=english&series=pds#table 4/4
XXXXXXXXXXXXX
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EXIST. CONC. BOX CHANNEL
PER TR. 10382, STREET PLAN
SHT 5
L=48'
L=76'
0.03
L=30'
1320.2' (INV)
1320.0' (INV)
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IN THE CITY OF FONTANA, STATE OF CALIFORNIA
PROPOSED HYDROLOGY MAP
TRACT NO. 20787
TRACT 20787
FONTANA, CA
RC HOMES, INC.
DEVELOPER/APPLICANT:DRAINAGE MAP
RIDGE CREST REAL ESTATE, LLC
LOS ANGELES, CA 90004
550 N LARCHMONT BLVD., SUITE 201
POST DEVELOPED CONDITION
TEL: (323) 450-2334
UNITED CIVIL, INC.
30141 Agoura Rd., Suite 215
Agoura Hills, CA 91301
PHONE: (818) 707-8648
FAX: (818) 707-8649
PREPARED BY:
REENIGNEANOIL
T NG
SEFORPDERESIGERSIEWHUT
S
NO.46026
A
LIFORNIALSTATEOFCA
CI V I
EXP.12-31-2026
L=573'
C
A
Q100
VICINITY MAP
Site
NO
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C
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ONT
A
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FOOTHILL FWY
W FOOTHILL BLVD
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1.5
Technical Guidance Document for
Water Quality Management Plans
Prepared by:
CDM Smith Inc.
Prepared for and Submitted by:
The County of San Bernardino Areawide Stormwater Program
NPDES No. CAS618036, ORDER No. R8-2010-0036
Submitted To:
California Water Quality Control Board – Santa Ana Region
June 7, 2013
Approval Date: June 21, 2013
Effective Date: September 19, 2013
62
5.4.2.1 Infiltration basin
An infiltration basin consists of an earthen basin constructed in naturally pervious soils with a
flat bottom. An energy dissipating inlet must be provided, along with an emergency spillway to
control excess flows. A forebay settling basin or separate treatment control measure must be
provided as pretreatment. An infiltration basin allows retained runoff to percolate into the
underlying soils in 48 hours or less. The bottom of an infiltration basin is typically vegetated
with dryland grasses or vegetative ground cover. Other types of vegetation are permissible if
they can survive periodic inundation and long inter-event dry periods.
The retention volume provided by an infiltration basin is a function of the infiltrating surface
area on the basin bottom and the depth of water that is percolated and stored in the basin over
the course of the storm and infiltrated within 48 hours after the basin is filled (see Table 5-4).
5.4.2.2 Infiltration trench
An infiltration trench is a long, narrow, rock-filled trench with no outlet other than an overflow
outlet. Runoff is stored in the void space between stones and infiltrates through the bottom
and sides of the trench. Pretreatment is important for limiting amounts of coarse sediment
entering the trench which can clog and render the trench ineffective.
Retention volume provided by an infiltration trench is a function of the infiltrating surface area
on the trench bottom and the depth of water that is either percolated over the course of the
storm or stored within the BMP for percolation into underlying soils following the storm (Table
5-4). The volume of water that is stored in the trench includes both pore water in the trench
gravel layer as well as up to one foot of allowable ponding above the gravel layer. Allowable
ponding is limited by the requirement to drawdown ponded water within 48 hours following a
storm event.
5.4.2.3 Bioretention with no Underdrain
Bioretention stormwater treatment facilities are shallow landscaped depressions that capture
and filter stormwater runoff. These facilities function as a soil and plant-based filtration device
that removes pollutants through a variety of physical, biological, and chemical treatment
processes. The facilities normally consist of a ponding area, mulch layer, planting soils, and
plants. As stormwater passes down through the planting soil, pollutants are filtered, adsorbed,
and biodegraded by the soil and plants.
Retention volume provided by a bioretention BMP with no underdrain is a function of the
infiltrating surface area on the bioretention bottom and the depth of water that is either
percolated over the course of the storm or stored within the BMP for percolation into
underlying soils following the storm (Table 5-4). The volume of water that is stored in a
bioretention area includes pore water in the amended soil and gravel layers as well as up to 1.5
ft of allowable ponding above the ammended soil layer. Allowable ponding is limited by the
APPENDIX C
Soil and Infiltration Report
MDN 24970
GeoSoils, Inc.
INFILTRATION TESTING,
PROPOSED 36 LOT PLANNED DEVELOPMENT,
7844 Citrus Avenue,
Fontana, California
for
Ridge Crest Real Estate, LLC
January 7, 2026 W.O. 8003
MDN 24970
January 7, 2026
W.O. 8003
RIDGE CREST REAL ESTATE, LLC
550 North Larchmont Boulevard, Suite 201
Los Angeles, California 90004
Attention: Mr. Timothy Sales
Subject: Infiltration Testing, Proposed 36 Lot Planned Development,
7844 Citrus Avenue, Fontana, California
Reference GeoSoils Consultants, Inc. dated October 29, 2024, “Geologic and Geotechnical
Engineering Due Diligence Investigation, Proposed 36 Lot Planned Development,
7844 Citrus Avenue, Fontana, California”
Dear Mr. Sales:
As requested, GeoSoils, Inc. (GSI) has performed additional infiltration testing on the subject
site. Testing was performed in accordance with the San Bernardino County Stormwater
Program Manual titled “Technical Guideline Document for Water Quality Management Plans”
dated July 28, 2011.
The In-Situ Falling Head Test method was used for determining the infiltration rate. Infiltration
testing was performed by Excavating four eight-inch borings to the maximum depth of 20 feet.
Perforated pipe was placed within percolating depth at a depth of 10 to 20 feet and solid pipe
was placed above it. The borings were presoaked twice, 24 hours and immediately prior to
the infiltration testing in accordance with the guidelines mentioned previously. The material
was observed to be sandy to silty SAND soil. A total of six to eight tests were done in 15-
minutes intervals were completed as per the sandy to silty SAND soil test procedure.
The borings are labeled as B-6 to B-9 at the location shown on Plate 1, Boring Location Map.
The infiltration test results are provided as Plate P-6 to P-9.
6634 Valjean Avenue, Van Nuys, California 91406 Phone: (818) 785-2158 Fax: (818)785-1548
𝐼𝐼𝑡𝑡=∆𝐻𝐻∗60 �𝑚𝑚𝑚𝑚𝑚𝑚ℎ𝑟𝑟�∗ 𝑟𝑟∆𝑡𝑡 ∗(𝑟𝑟+ 2𝐻𝐻𝐻𝐻𝐻𝐻𝐻𝐻)
Where:
It = tested infiltration rate
∆H = change in water level (feet)
r = test hole radius (inches)
∆t = time interval (min.)
Havg = average head height (feet)
TABLE 5
INFILTRATION TEST RESULTS
Test Location Infiltration Depth (ft) Tested Infiltration Rate
(in/hour) *
B-6 10-20 19.64
B-7 10-20 20.66
B-8 10-20 19.72
B-9 10-20 20.00
*Reduction factor should be applied by the Civil Engineer of The Record
GeoSoils, Inc.
Page 2
January 7, 2026
W.O. 8003
No groundwater was encountered during the excavations. Historical high groundwater map
from the Fontana Seismic Hazard Zone report notes the groundwater to be more than 100
feet below the ground surface. The result is included in below table.
The tested infiltration rate was calculate using the following equation:
See Appendix A for additional information and calculations.
It is our professional opinion that on-site infiltration will not be a hazard to the potential
development and the site is suitable for storm water infiltration. The proposed infiltration rates
were calculated in inch per hour and are without factor of safety. Per our discussion with the
civil engineer of the record, Mr. Anthony Ng from United Civil Inc, it is our understanding that
the civil engineer will apply an appropriate factor of safety to these infiltration rates to calculate
design percolation rates, however, the factor of safety shall not be taken less than 2.
MDN 24970
Page 3
January 7, 2026
W.O. 8003
MDN 24970
We appreciate this opportunity to be of service to you. If you have any questions regarding this
report, or if we may be of further assistance to you, please do not hesitate to contact us.
Very truly yours,
GEOSOILS, INC.
MAHAN PASDARPOUR, GE 3286
SENIOR GEOTECHNICAL ENGINEER
GeoSoils, Inc.
Encl: Plate 1, Boring Location Map
Plates A-1 to A-4, Boring Logs B-6 to B-9
Percolation Test Data Sheets
Lab Data
Appendix A, Infiltration Test Results
cc: (1) Addressee
APPROXIMATE LOCATION OF BORING
B-9
Geotechnical Geologic
6634 Valjean Avenue Van Nuys, California 91406
TEL: (818) 785-2158 FAX: (818) 785-1548
www.geosoils.com
WORK ORDER DATE SCALE
REVISED PLATE 1
8003-LA 1/2026 1" = 30'
BORING LOCATION MAP
7844 CITRUS AVENUE
FONTANA, CALIFORNIA
RIDGE CREST REAL ESTATE, LLC
MD
N
2
4
9
7
0
EXPLANATION
B-7
B-8
B-9
B-6
0-20' Qal
0-20' Qal
0-20' Qal
0-20' Qal
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PROJECT NAME W.O.
DRILLING COMPANY M & R DATE STARTED 12/16/2025 B-6
TYPE OF DRILL RIG CME 95 LOGGED BY GO SHEET
DRILLING METHOD Hollow Stem HAMMER WT (lbs)140
DIAMETER OF HOLE (IN)8"DROP (IN)30
Boring Location:
De
p
t
h
(
f
t
)
Bl
o
w
s
/
1
2
"
(p
c
f
)
Ot
h
e
r
T
e
s
t
s
0
5
10 10/26/29 10', Light gray brown, silty sand with gravel, fine to coarse grained, slightly moist,
15 45/50 for 6"
20 37/50 for 3"
25
30
PLATE A-1
Standard Penetration Test
California Ring
Rock Core
LEGEND
15', Light gray brown, silty sand with gravel, fine to coarse grained, very dense,
slightly to moderatley moist
No groundwater
TD=20'
moist, very dense
20', Light gray brown, silty sand with gravel, fine to coarse grained, slighlty to moderately
0-20', ALLUVIUM (Qal)
medium dense
SIEVE: Grain Size Analysis
#200: Washed Seive #200
MAX: Maximum Dry Density
DS: Direct Shear
C/S: Collapse/Swell
CONS: Consolidation
HYDR: Hydrometer Analysis
EXPAN: Expansion Index
CHEM: Chemical Tests
R-V: R-Value
PI: Atterberge Limits Tests
BORING NO.
GW ELEV.
Sa
m
p
l
e
Ty
p
e
GEOTECHNICAL BORING LOG
GEOTECHNICAL DESCRIPTION
PROJECT NAME W.O.
DRILLING COMPANY M & R DATE STARTED 12/16/2025 B-7
TYPE OF DRILL RIG CME 95 LOGGED BY GO SHEET
DRILLING METHOD Hollow Stem HAMMER WT (lbs)140
DIAMETER OF HOLE (IN)8"DROP (IN)30
Boring Location:
De
p
t
h
(
f
t
)
Bl
o
w
s
/
1
2
"
(p
c
f
)
Ot
h
e
r
T
e
s
t
s
0
5
10 32/27/3 10', Light gray brown, silty sand with gravel, fine to coarse grained, slightly moist,
15 33/48/50
for 5"
20 12/19/28
25
30
PLATE A-2
Standard Penetration Test
California Ring
Rock Core
LEGEND SIEVE: Grain Size Analysis
#200: Washed Seive #200
MAX: Maximum Dry Density
DS: Direct Shear
C/S: Collapse/Swell
CONS: Consolidation
HYDR: Hydrometer Analysis
EXPAN: Expansion Index
CHEM: Chemical Tests
R-V: R-Value
PI: Atterberge Limits Tests
20', Gray sand with gravel, fine to coarse grained, moderately moist,
medium dense
TD=20'
No groundwater
medium dense to dense
15', Medium gray brown, silty sand with gravel, moderately moist, very dense
GEOTECHNICAL BORING LOG
Ridgecrest 8003
BORING NO.
GROUND ELEV.
GW ELEV.
Sa
m
p
l
e
Ty
p
e GEOTECHNICAL DESCRIPTION
0-20', ALLUVIUM (Qal)
PROJECT NAME W.O.
DRILLING COMPANY M & R DATE STARTED 11/16/2025 B-8
TYPE OF DRILL RIG CME 95 LOGGED BY GO SHEET
DRILLING METHOD Hollow Stem HAMMER WT (lbs)140
DIAMETER OF HOLE (IN)8"DROP (IN)30
Boring Location:
De
p
t
h
(
f
t
)
Bl
o
w
s
/
1
2
"
(p
c
f
)
Ot
h
e
r
T
e
s
t
s
0
5
10 27/34/34 10', Medium gray brown, silty sand, fine to coarse grained, mixed pebbles,
15 29/50 for 5"
20 19/32/50
for 2"TD=20'
25
30
PLATE A-3
Standard Penetration Test
California Ring
Rock Core
LEGEND SIEVE: Grain Size Analysis
#200: Washed Seive #200
MAX: Maximum Dry Density
DS: Direct Shear
C/S: Collapse/Swell
CONS: Consolidation
HYDR: Hydrometer Analysis
EXPAN: Expansion Index
CHEM: Chemical Tests
R-V: R-Value
PI: Atterberge Limits Tests
20', Medium gray brown sand, fine to coarse grained, slightly moist, very dense
No groundwater
0-20', ALLUVIUM (Qal)
moderately moist, dense
15', Medium gray brown, silty sand with pebbles, moderately moist, very dense
GEOTECHNICAL BORING LOG
Ridgecrest 8003
BORING NO.
GROUND ELEV.
GW ELEV.
Sa
m
p
l
e
Ty
p
e GEOTECHNICAL DESCRIPTION
PROJECT NAME W.O.
DRILLING COMPANY M & R DATE STARTED 11/16/2025 B-9
TYPE OF DRILL RIG CME 95 LOGGED BY GO SHEET
DRILLING METHOD Hollow Stem HAMMER WT (lbs)140
DIAMETER OF HOLE (IN)8"DROP (IN)30
Boring Location:
De
p
t
h
(
f
t
)
Bl
o
w
s
/
1
2
"
(p
c
f
)
Ot
h
e
r
T
e
s
t
s
0
5
10 12/31/50
for 6"
15 50 for 3"
20 50 for 3"
TD=20'
25
30
PLATE A-4
Standard Penetration Test
California Ring
Rock Core
LEGEND SIEVE: Grain Size Analysis
#200: Washed Seive #200
MAX: Maximum Dry Density
DS: Direct Shear
C/S: Collapse/Swell
CONS: Consolidation
HYDR: Hydrometer Analysis
EXPAN: Expansion Index
CHEM: Chemical Tests
R-V: R-Value
PI: Atterberge Limits Tests
15', Medium gray brown to brown, silty sand with mixed gravel, moderately moist,
very dense, no recovery
20', Gray brown, silty sand with gravel, moderately moist, very dense
No groundwater
Sa
m
p
l
e
Ty
p
e GEOTECHNICAL DESCRIPTION
0-20', ALLUVIUM (Qal)
moderately moist, very dense
GW ELEV.
BORING NO.
GROUND ELEV.
MDN 24970
PERCOLATION TEST DATA SHEET
Test Location and Depth: P-6, 10’, Perf 10-20’ W.O. 8003
Presoak Date: 12/16/25
Test Date: 12/17/25
Time Read dt (min.) dh (\feet.) Rate (mpi)/Comments
13:45 10 15 17.87=7.87
14:00 10 15 17.40=7.40
14:15 10 15 17.75=7.75
14:35 10 15 17.82=7.82
14:55 10 15 17.87=17.87
15:20 10 15 17.90=7.90
GeoSoils, Inc.
MDN 24970
PERCOLATION TEST DATA SHEET
Test Location and Depth: P-7, 10’, Perf 10-20’ W.O. 8003
Presoak Date: 12/17/25
Test Date: 12/18/25
Time Read dt (min.) dh (\feet.) Rate (mpi)/Comments
11:15 10 15 18.39=8.39
11:30 10 15 17.80=7.80
11:45 10 15 17.81=7.81
12:00 10 15 17.57=7.57
12:15 10 15 17.91=7.91
12:30 10 15 18.17=8.17
12:45 10 15 18.13=8.13
13:00 10 15 18.07=8.07
GeoSoils, Inc.
MDN 24970
PERCOLATION TEST DATA SHEET
Test Location and Depth: P-8, 10’, Perf 10-20’ W.O. 8003
Presoak Date: 12/17/25
Test Date: 12/18/25
Time Read dt (min.) dh (\feet.) Rate (mpi)/Comments
15:30 10 15 18.03=8.03
15:48 10 15 17.68=7.68
16:07 10 15 17.89=7.89
16:25 10 15 17.92=7.92
16:42 10 15 17.90=7.90
17:00 10 15 17.87=7.87
17:19 10 15 17.88=7.88
GeoSoils, Inc.
MDN 24970
PERCOLATION TEST DATA SHEET
Test Location and Depth: P-9, 10’, Perf 10-20’ 8003W.O.
12/17/25Presoak Date:
Test Date: 12/18/25
Time Read Water Column
h (feet) dt (min.) dh (\feet.) Rate (mpi)/Comments
17:40 10 15 17.92=7.92
18:03 10 15 17.53=7.53
18:21 10 15 17.83=7.83
18:40 10 15 17.89=7.89
18:57 10 15 17.87=7.87
19:15 10 15 17.92=7.92
19:32 10 17.95=7.95
19:49 10 17.97=7.97
GeoSoils, Inc.
15
15
APPENDIX A
INFILTRATION TEST RESULTS
January 7, 2026
W.O. 8003
MDN 24970
Boring:B-6 GEO
Date:12/29/2025 8003
15 minutes
8 inches
120 inches
214.32 inches
240 inches
120 inches
25.68 inches
94.32 inches
72.84 inches
19.64 in/hr
1
19.64 in/hr
Infiltration Rate, Porchet Method
Project Location:7844 Citrus Ave, Fontana, CA
Logged By:
Project Number:
Time Interval, ∆t
Test Hole Radius, r
Average Head Height, Havg
Tested Infiltration Rate
Factor of Safety
Design Infiltration Rate =
Initial Depth to Water, D0
Final Depth to Water, Df
Total Depth of Test Hole, DT
Initial Height of Water, H0
Final Height of Water, Hf
Change in Height, ∆H
Boring:B-7 GEO
Date:12/29/2025 8003
15 minutes
8 inches
120 inches
217.32 inches
240 inches
120 inches
22.68 inches
97.32 inches
71.34 inches
20.67 inches/hr
1
20.67 in/hr
Infiltration Rate, Porchet Method
Project Location:7844 Citrus Ave, Fontana, CA
Logged By:
Project Number:
Average Head Height, Havg
Tested Infiltration Rate
Factor of Safety
Design Infiltration Rate =
Time Interval, ∆t
Test Hole Radius, r
Change in Height, ∆H
Initial Height of Water, H0
Final Height of Water, Hf
Initial Depth to Water, D0
Final Depth to Water, Df
Total Depth of Test Hole, DT
Boring:B-8 GEO
Date:12/29/2025 8003
15 minutes
8 inches
120 inches
214.56 inches
240 inches
120 inches
25.44 inches
94.56 inches
72.72 inches
19.72 in/hr
1
19.72 in/hr
Tested Infiltration Rate
Factor of Safety
Design Infiltration Rate =
Initial Height of Water, H0
Final Height of Water, Hf
Change in Height, ∆H
Average Head Height, Havg
Initial Depth to Water, D0
Final Depth to Water, Df
Total Depth of Test Hole, DT
Infiltration Rate, Porchet Method
Project Location:7844 Citrus Ave, Fontana, CA
Logged By:
Project Number:
Time Interval, ∆t
Test Hole Radius, r
Boring:B-9 GEO
Date:12/29/2025 8003
15 minutes
8 inches
120 inches
215.4 inches
240 inches
120 inches
24.6 inches
95.4 inches
72.30 inches
20.01 in/hr
1
20.01 in/hr
Total Depth of Test Hole, DT
Factor of Safety
Design Infiltration Rate =
Initial Height of Water, H0
Final Height of Water, Hf
Change in Height, ∆H
Average Head Height, Havg
Tested Infiltration Rate
Final Depth to Water, Df
Infiltration Rate, Porchet Method
Project Location:7844 Citrus Ave, Fontana, CA
Logged By:
Project Number:
Time Interval, ∆t
Test Hole Radius, r
Initial Depth to Water, D0
Cleint:
Work Order:
Test Date:
Sample:
Soil Classification:
Test Procudure:
Lab and QC By:
Final Moisture Content (%)13.69 -0.7
Init. Dry Density (PCF)116.7 0.0
Init. Void Ratio 0.36
Ridgecrest
8003-LA
1/8/2026
B-6 @ 15.0'
Grey sandy Gravel.
Plate: CS-1COLLAPSE/SWELL TEST DIAGRAM
Swell (%):
Hydroconsolidation (%) :
ASTM D 4546-21
JW
-20
-18
-16
-14
-12
-10
-8
-6
-4
-2
0
2
4
0.01 0.1 1 10 100
Normal Pressure (tsf)
Deformation-Normal Pressure Curve
De
f
o
r
m
a
t
i
o
n
(
%
)
Water Added @ 1.0 tsf
Cleint:
Work Order:
Test Date:
Sample:
Soil Classification:
Test Procudure:
Lab and QC By:
Final Moisture Content (%)12.76 -2.1
Init. Dry Density (PCF)117.1 0.0
Init. Void Ratio 0.34
ASTM D 4546-21
JW
Plate: CS-2COLLAPSE/SWELL TEST DIAGRAM
Swell (%):
Hydroconsolidation (%) :
Ridgecrest
8003-LA
1/8/2026
B-7 @ 10.0'
Grey sandy Gravel.
-20
-18
-16
-14
-12
-10
-8
-6
-4
-2
0
2
4
0.01 0.1 1 10 100
Normal Pressure (tsf)
Deformation-Normal Pressure Curve
De
f
o
r
m
a
t
i
o
n
(
%
)
Water Added @ 1.0 tsf
Cleint:
Work Order:
Test Date:
Sample:
Soil Classification:
Test Procudure:
Lab and QC By:
Final Moisture Content (%)18.61 -0.1
Init. Dry Density (PCF)112.8 0.0
Init. Void Ratio 0.52
ASTM D 4546-21
JW
Plate: CS-3COLLAPSE/SWELL TEST DIAGRAM
Swell (%):
Hydroconsolidation (%) :
Ridgecrest
8003-LA
1/8/2026
B-8 @ 20.0'
Grey sandy Gravel.
-20
-18
-16
-14
-12
-10
-8
-6
-4
-2
0
2
4
0.01 0.1 1 10 100
Normal Pressure (tsf)
Deformation-Normal Pressure Curve
De
f
o
r
m
a
t
i
o
n
(
%
)
Water Added @ 1.0 tsf
CLIENT :Ridgecrest WORK
ORDER NO :8003-LA DATE :01/09/25
SAMPLE
WET
DENSITY
(PCF)
MOISTURE %
DRY
DENSITY
(PCF)
MAXIMUM
DENSITY
(PCF)
OPTIMUM
MOISTURE
%
RELATIVE
COMPACTION NOTES
B-6 @ 15.0 134.6 2.4 131.5
B-7 @ 10.0 127.9 3.6 123.5
B-8 @ 20.0 117.6 4.1 113.0
SHEET:1 of 1
RELATIVE COMPACTION DETERMINATION
WORKSHEET
MD8003.2
September 8, 2025
W.O. 8003
RIDGE CREST REAL ESTATE, LLC
550 North Larchmont Boulevard, Suite 201
Los Angeles, California 90004
Attention: Mr. Timothy Sales
Subject: Infiltration Testing, Proposed 36 Lot Planned Development,
7844 Citrus Avenue, Fontana, California
Reference GeoSoils Consultants, Inc. dated October 29, 2024, Geologic and Geotechnical
Engineering Due Diligence Investigation, Proposed 36 Lot Planned Development,
7844 Citrus Avenue, Fontana, California
Dear Mr. Sales:
As requested, GeoSoils, Inc. (GSI) has performed infiltration testing on the subject site.
Testing was performed in accordance with the San Bernardino County Stormwater Program
Manual titled “Technical Guideline Document for Water Quality Management Plans” dated
July 28, 2011.
The In-Situ Falling Head Test method was used for determining the infiltration rate. Infiltration
testing was performed by Excavating eight-inch boring to the maximum depth of 20 feet.
Perforated pipe was placed within percolating depth at a depth of 10 to 20 feet and solid pipe
was placed above it. The borings were presoaked twice, 24 hours and immediately prior to
the infiltration testing in accordance with the guidelines mentioned previously. Two 25-minute
tests were completed initially which displayed a change greater than 6 inches. Additionally,
the material was observed to be a sandy soil. Therefore, 8 additional 10-minute tests were
completed as per the sandy soil test procedure.
The boring is labeled as P-1 at the location shown on Plate 1, Boring Location Map. The
infiltration test results are provided as Plate P-1.
6634 Valjean Avenue, Van Nuys, California 91406 Phone: (818) 785-2158 Fax: (818)785-1548
Page 2
September 8, 2025
W.O. 8003
MDN 24809
No groundwater was encountered during the excavations. Historical high groundwater map
from the Fontana Seismic Hazard Zone report notes the groundwater to be more than 100
feet below the ground surface. The result is included in below table.
The tested infiltration rate was calculate using the following equation:
𝐼𝐼𝑡𝑡= ∆𝐻𝐻 ∗60 �𝑚𝑚𝑚𝑚𝑚𝑚ℎ𝑟𝑟�∗ 𝑟𝑟∆𝑡𝑡 ∗(𝑟𝑟+ 2𝐻𝐻𝐻𝐻𝐻𝐻𝐻𝐻)
Where:
It = tested infiltration rate
∆H = change in water level (inches)
r = test hole radius (inches)
∆t = time interval (min.)
Havg = average head height (inches)
TABLE 5
INFILTRATION TEST RESULTS
Test Location Infiltration Depth (ft)
P-1 20 12.24
See Appendix A for additional information.
It is our professional opinion that on-site infiltration will not be a hazard to the potential
development and the site is suitable for storm water infiltration. The proposed infiltration rates
were calculated in inches per hour and are without factor of safety. Per our discussion with
the civil engineer of the record, Mr. Anthony Ng from United Civil Inc, it is our understanding
that the civil engineer will apply an appropriate factor of safety to these infiltration rates to
calculate dry wells design percolation rates.
GeoSoils, Inc.
Page 3
September 8, 2025
W.O. 8003
MDN 24809
We appreciate this opportunity to be of service to you. If you have any questions regarding this
report, or if we may be of further assistance to you, please do not hesitate to contact us.
Very truly yours,
GEOSOILS, INC.
RUDY F. RUBERTI
CEG 1708
Encl: Plate 1, Boring Location Map
Plate P-1, Boring Log
Appendix A, Infiltration Results
cc: (1) Addressee
GeoSoils, Inc.
Geotechnical Geologic
6634 Valjean Avenue Van Nuys, California 91406
TEL: (818) 785-2158 FAX: (818) 785-1548
www.geosoils.com
WORK ORDER DATE SCALE
REVISED PLATE 1
8003-LA 9/2025 1" = 30'
BORING LOCATION MAP
7844 CITRUS AVENUE
FONTANA, CALIFORNIA
RIDGE CREST REAL ESTATE, LLC
MD
N
2
4
8
0
9
P-1
APPROXIMATE LOCATION OF BORING TEST
EXPLANATION
P-1
X:
\
2
0
0
1
w
.
o
\
g
s
c
-
c
a
d
\
8
0
0
3
\
9
-
6
-
2
5
\
C
U
R
R
E
N
T
\
8
0
0
3
-
L
A
-
-
B
O
R
I
N
G
L
O
C
A
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I
O
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M
A
P
-
-
0
9
0
8
2
0
2
5
.
d
w
g
,
9
/
8
/
2
0
2
5
2
:
0
8
:
0
2
P
M
,
A
u
t
o
C
A
D
P
D
F
(
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e
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1
(
3
0
.
0
0
x
4
2
.
0
0
I
n
c
h
e
s
)
PROJECT NAME W.O.
DRILLING COMPANY Choice DATE STARTED 8/29/2025 P-1
TYPE OF DRILL RIG Hollow Stem LOGGED BY SHEET
DRILLING METHOD HAMMER WT (lbs)
DIAMETER OF HOLE (IN)8 DROP (IN)
Boring Location:
De
p
t
h
(
f
t
)
Bl
o
w
s
/
6
"
(p
c
f
)
Ot
h
e
r
T
e
s
t
s
0
dense, slightly moist
5
10
15
20
25
30
PLATE P-1
Standard Penetration Test
California Ring
Rock Core
GEOTECHNICAL BORING LOG
RC Homes 8003
GEOTECHNICAL DESCRIPTION
0-20', ALLUVIUM (Qal)
Light brown to light yellowish brown, slightly silty SAND with gravel and cobble,
TD=20'
No GW
Solid pipe 0-10'
Perforated pipe 0-20'
LEGEND SIEVE: Grain Size Analysis
#200: Washed Seive #200
MAX: Maximum Dry Density
DS: Direct Shear
C/S: Collapse/Swell
CONS: Consolidation
HYDR: Hydrometer Analysis
EXPAN: Expansion Index
CHEM: Chemical Tests
R-V: R-Value
PI: Atterberge Limits Tests
September 8, 2025
W.O. 8003
APPENDIX A,
INFILTRATION RESULTS
GeoSoils, Inc.
PERCOLATION TEST DATA SHEET
Test Location and Depth: P-2, 10’, Perf 10-20’ W.O. 8003
Presoak Date: 8/28/25
Test Date: 8/29/25
Time Read dt (min.) dh (in.) Rate (mpi)/Comments
9:20 10 15 17.9=7.9
9:50 10 15 17.0=7.0
10:12 10 15 16.9=6.9
10:32 10 15 16.6=6.6
10:49 10 15 16.5=6.5
11:07 10 15 16.4=6.4
11:25 10 15 16.4=6.4
11:43 10 15 16.5=6.5
12:00 10 15 16.5=6.5
12:20 10 15 16.4=6.4
12:37 10 15 16.4=6.4
1:00 10 15 16.3=6.3
GeoSoils, Inc.
"2" is used
APPENDIX D
Operation and Maintenance (O&M) Plan
WQMP
OPERATIONS & MAINTENANCE (O&M) PLAN
TENTATIVE TRACT NO. 20787
7866 CITRUS AVENUE
FONTANA, CA 92336
Prepared for
RC Homes
550 N. Larchmont Blvd., Suite 201
Los Angeles, CA 90004
5/1/2026
Prepared by:
United Civil, Inc.
30141 Agoura Road, Suite 215
Agoura Hills, CA 91301-4311
Tel: (818) 707-8648
Fax: (818) 707-864
1. Introduction
This O&M Plan describes the designated responsible party for implementation of
this WQMP, including: operation and maintenance of all the structural BMP(s),
conducting the training/educational program and duties, and any other necessary
activities. The O&M Plan includes detailed inspection and maintenance
requirements for all structural BMPs, including copies of any maintenance contract
agreements, manufacturer’s maintenance requirements, permits, etc.
2. Project Information
Project Name:
Nerio Farms
Tentative Tract No. 20787
Fontana, CA
Number of dwelling units: 37
3. BMP Summary
Table 1. Proposed Structural Source Control BMPs
Drainage
Management
Area
Area Structural BMP Type Quantity
(ac)
DMA-1 2.24 Catch basin insert 1
Infiltration chamber 1
DMA-2 1.84 Catch basin insert 1
Infiltration basin 1
DMA-3 0.63 Catch basin insert 1
Infiltration basin 1
4. Operation & Maintenance Requirements
Table 2. Responsible Parties and Frequency for BMP Operation &
Maintenance
BMP
Description
Description of Maintenance
Procedures
Minimum
Inspection/Mainten
ance Frequency
Maintenance
Responsible
Party
N1
Education
Provide educational materials to
homeowners and renters regarding
Upon turn over to
homeowners or
lease agreement
HOA
their actions on storm water runoff
and the quality of receiving waters.
and June of each
yea
N2
Activity
Restrictions
The following activities are prohibited:
discharges of paint and masonry
wastes to streets or storm drains;
connections of pool/spa draining to
streets or storm drains; blowing or
sweeping of debris into streets or
storm drains; vehicle fueling; vehicle
and equipment repair, maintenance,
and cleaning; storage of materials.
Daily HOA
N3
Landscape
Management
Irrigation, trimming, trash removal,
landscape replacement, sprinkler
maintenance.
Bi-weekly HOA
N11
Litter/Debris
Control
Program
All litter and debris in common areas
shall be collected and cleared. Bi-weekly HOA
N12
Employee or
HOA
contractor
Training
Provide training regarding the
impacts of improper disposal of
hazardous and waste materials,
improper watering, fertilizers,
pesticides, and maintenance
activities on water quality.
Upon initial hiring
and every June
thereafter
HOA
N14
Catch Basin
Inspection
Inspection and cleaning of catch
basins, storm drain pipes, inlets, and
other storm drain appurtenances. If
illegal dumping has occurred, the
proper authorities and property owner
representative shall be notified as
soon as practicable. Using an
industrial vacuum, the collected
materials shall be removed from the
liner.
At least April, July,
and October of each
year
HOA
N15
Street
Sweeping
Sweep/vacuum all private streets and
parking lots. Weekly HOA
S1
Storm drain
Stenciling
Developer will provide initial
stenciling and then HOA will re-
stencil as necessary to maintain
legibility, per CASQA Fact Sheet SD-
13.
As needed, or June
of each odd year
Developer
then HOA
S4
Landscape
Planning and
Site Design &
Efficient
Irrigation
Inspect all Common landscape areas
and replace dead vegetation and
remove trash. Properly manage
pesticides and fertilizers per City
Ordinances. Replace mulch as
necessary. Inspect, adjust, and repair
irrigation system. Planting will comply
Weekly HOA
with City Landscape Ordinance.
Verify that runoff minimizing
landscape design continues to
function by checking that water
sensors are functioning properly, that
irrigation heads are adjusted properly
to eliminate overspray to hardscape
areas, and to verify that irrigation
timing and cycle lengths are adjusted
in accordance with water demands,
given time of year, weather and day
or night time temperatures.
Filter Insert
Remove/clean debris, trash, oils, and
pollutants from liner. Inspect liner,
gaskets, medium pouches, frame,
and mounting brackets for continues
serviceability and replace as
necessary.
Inspect 3
times/year, change
filter media once a
year
HOA
Infiltration
Chamber
Inspect and remove litter and debris.
Remove any trash causing any
obstructions at the inlet, outlet, and
orifice. Clean and inspect for
accumulated sediment or trash that
may cause clogging per CASQA Fact
Sheet TC-11.
Inspect twice per
year (beginning and
end of rainy season,
October and May)
and after heavy
runoff events
HOA
Attachment A- BMP Site and Drainage Plan (See Appendix A of WQMP
Report)
Attachment B - Educational Materials (See Appendix J of WQMP Report)
Attachment C - BMP Inspection & Maintenance and Training Log
BMP Inspection & Maintenance Log
Toda ’s Date:
Name of Person Performing Activity
Printed :
Si nature:
BMP Name
As Shown in O&M Plan
Brief Description of Implementation, Maintenance, and
Inspection Activit Performed
BMP Name
(As Shown in O&M Plan)
Brief Description of Implementation, Maintenance, and
Inspection Activity Performed
BMP Training and Education Log
Toda ’s Date:
Name of Person Performing Activity
Printed :
Si nature:
Topic of Training/Educational Activity:
Name of Participant Signature of Participant
Name of Participant Signature of Participant
For newsletter or mailer educational activities, please include the following
information:
Date of mailing
Number distributed
Method of distribution
Topics addressed
If a newsletter article was distributed, please include a copy of it.
Attachment D - BMP Design Documentation
a. Manufacture’s data
APPENDIX E
Storm Water BMP Transfer, Access
and Maintenance Agreement
7866 Citrus Avenue, Fontana, CA 92336
1110-361-10-0-000
Citrus Fontana, LLC.
ID. No. WQMPPC25-00022, Tract Map 20787.
Citrus Fontana, LLC.
Timothy Sales, Vice President
EXHIBIT A
LEAGAL DESCRIPTION
REAL PROPERTY IN THE CITY OF FONTANA, COUNTY OF SAN BERNARDINO,
STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS:
LOT 96 OF THE ETIWANDA VINEYARDS TRACT, IN THE COUNTY OF SAN
BERNARDINO, STATE OF CALIFORNIA, AS PER PLAT RECORDED IN BOOK 17,
PAGE 29, RECORDS OF SAID COUNTY.
EXCEPTING THEREFROM THAT PORTION CONVEYED TO THE CITY OF FONTANA
FOR STREET PURPOSES BY DEED RECORDED AUGUST 31, 2006 AS
INSTRUMENT NO. 2006-0598604 OF OFFICIAL RECORDS.
APN: 1110-361-10-0-000
EXHIBIT B
VICINITY MAP
EXHIBIT C
BMP Maintenance items
BMP Reponsible
Party(s) Inspection/ Maintenance Activities Required Frequency of Activities
N1 Education HOA
Provide educational materials to homeowners and
renters regarding their actions on storm water runoff
and the quality of receiving waters.
Upon turn over to
homeowners or lease
agreement and June of
each year
N2 Activity
Restrictions
HOA Vehicle washing, maintenance and storage of
materials shall be prohibited
Daily
N11
Litter/Debris
Program
HOA Common areas shall be kept cleared of all litter and
debris Weekly
N12 Employee
or HOA
contractor
Training/Educat
ion
HOA
Provide training regarding the impacts of improper
disposal of hazardous and waste materials, improper
watering, fertilizers, pesticides, and maintenance
activities on water quality through the San
Bernardino County Website.
Upon initial hiring and
every June thereafter
N14 Catch
basin
HOA
Inspection and cleaning of catch basins, filters,
storm drain pipes, inlets, and other storm drain
appurtenances. If illegal dumping has occurred, the
proper authorities and property owner
representative shall be notified as soon as
practicable. Using an industrial vacuum, the
collected materials shall be removed from the liner.
At least April, July,
and October of
each year
N15 Street
Sweeping
HOA Sweep/vacuum all private streets Weekly
S1 Storm drain
Stenciling
Developer
then HOA
Developer will provide initial stenciling and then
HOA will re‐stencil as necessary to maintain
legibility. Per CASQA Fact Sheet SD‐13
As needed, or June of
each odd year
S4 Landscape
Planning and
Site Design
&Efficient
Irrigation
HOA/Home
owners
(private)
and LMD
Inspect all Common landscape areas and replace
dead vegetation and remove trash. Properly
manage pesticides and fertilizers per City
Ordinances. Replace mulch as necessary. Inspect,
adjust, and repair irrigation system. Planting will
comply with City Landscape Ordinance. Check that
water sensors are functioning properly, that
irrigation heads are adjusted properly to eliminate
overspray to hardscape areas, and verify that
irrigation timing and cycle lengths are adjusted in
accordance with water demands, given time of
year, weather and day or night time temperatures.
Weekly
Filter insert HOA
Remove/clean debris, trash, oils, and pollutants
from liner. Inspect liner, gaskets, medium pouches,
frame, and mounting brackets for continuous
serviceability and replace as necessary.
Inspect 3 times/year,
change filter media
once a year
Infiltration
chamber HOA
Inspect and remove litter and debris. Remove any
trash causing any obstructions at the inlet, outlet,
and orifice. Clean and inspect for accumulated
sediment or trash that may cause clogging per
CASQA Fact Sheet TC‐11.
Inspect twice per year
(beginning and end of
rainy season, October
and May) and after
heavy runoff events
CI
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A
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NOT A PART
NOT A PART
TO
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PL
PL
PL
PL
C DRIVE
A DRIVE
E DRIVE
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DMA1
DMA3
DMA2
AREA=1.79 AC
DCV=5,082 CF
AREA=2.30 AC
DCV=6,537 CF
AREA=0.63 AC
DCV=1,803 CF
SCALE: 1" = 100'
0 100'200'
PREPARED BY:
Agoura Hills, CA 91301
PH: (818) 707-8648
FAX: (818) 707-8649
30141 Agoura Road, Suite 215
UNITED CIVIL, INC.
PLOT PLAN
TENTATIVE TRACT NO. 20787
CITY OF FONTANA
BMP SUMMARY
EXHIBIT D
STORMWATER SOLUTIONS
STORAGE SYSTEMS
INSPECTION &
MAINTENANCE MANUAL
10244 Freeman Avenue | Santa Fe Springs, CA 90670 | 562-777-9724
sfwsystems. com
Page 1
STORMWATER SYSTEM - INSPECTION & MAINTENANCE
Inspection and maintenance of the underground detention, retention, or infiltration system is
vital for the performance and life cycle of the stormwater management system. All local, state,
and federal permits and regulations must be followed for system compliance. Manway access
locations are provided on each system for ease of ingress and egress for routine inspection
and maintenance activities. Stormwater regulations require that all BMPs be inspected and
maintained to ensure they are operating as designed and providing protection to receiving
water bodies. It is recommended that inspections be performed multiple times during the first
year to assess the site-specific conditions. Inspection after the first significant rainfall event
and at quarterly intervals is typical. This is recommended because pollutant loading and
pollutant characteristics can vary greatly from site to site. Variables such as nearby soil
erosion or construction sites, winter sanding on roads, amount of daily traffic and land use can
increase pollutant loading on the system. The first year of inspections can be used to set
inspection and maintenance intervals for subsequent years to ensure appropriate
maintenance is provided. Without appropriate maintenance, a BMP can exceed its storage
capacity, become blocked, or damaged, which can negatively affect its continued performance.
Inspection Equipment
Following is a list of equipment to allow for simple and effective inspection of the
underground detention, retention, or infiltration system:
· Santa Fe Water Systems Inspection and Maintenance Report Form
· Flashlight
· Manhole hook or appropriate tools to access hatches and covers
· Appropriate traffic control signage and procedures
· Measuring pole and/or tape measure
· Protective clothing and eye protection
· Note: Entering a confined space requires appropriate safety and certification. It is
generally not required for routine inspections of the system.
Inspection Steps
The key to any successful stormwater BMP maintenance program is routine inspections. The
inspection steps required on the underground detention, retention, or infiltration system are
quick and easy. As mentioned above, the first year should be seen as the maintenance interval
establishment phase. During the first year more frequent inspections should occur in order
Page 2
to gather loading data and maintenance requirements for that specific site. This information
can be used to establish a base for long term inspection and maintenance interval
requirements.
The underground detention, retention, or infiltration system can be inspected though visual
observation without entry into the system. All necessary pre-inspection steps must be carried
out before inspection occurs, especially traffic control and other safety measures to protect
the inspector and nearby pedestrians from any dangers associated with an open access hatch
or manhole. Once these access covers have been safely opened the inspection process can
proceed:
· Prepare the inspection form by writing in the necessary information including project
name, location, date & time, unit number and other information (see inspection form).
· Observe the upstream drainage area and look for sources of pollution, sediment,
trash and debris.
· Observe the inside of the system through the access manholes. If minimal light is
available and vision into the unit is impaired, utilize a flashlight to see inside the
system and all of its modules.
· Look for any out of the ordinary obstructions in the inflow and outflow pipes. Check
pipes for movement or leakage. Write down any observations on the inspection
form.
· Observe any evidence of differential settling between modules.
· Observe tank walls for signs of deterioration.
· In detention and retention systems inspect for any signs of leakage.
· In infiltration systems inspect for any signs of blockage or reasons that the soils
are not infiltrating.
· Through observation and/or digital photographs, estimate the amount of floatable
debris accumulated in the system. Record this information on the inspection form.
Next, utilizing a tape measure or measuring stick, estimate the amount of sediment
accumulated in the system. Sediment depth may vary throughout the system,
depending on the flow path. Record this depth on the inspection form.
· Finalize inspection report for analysis by the maintenance manager to
determine if maintenance is required.
Maintenance Indicators
Based upon observations made during inspection, maintenance of the system may be
required based on the following indicators:
· Damaged inlet and outlet pipes.
· Obstructions in the system or its inlet or outlet.
· Excessive accumulation of floatables.
Page 3
· Excessive accumulation of sediment of more than 6” in depth.
· Damaged joint sealant.
Maintenance Equipment
While maintenance can be done fully by hand, it is recommended that a vacuum truck be
utilized to minimize time required to maintain the underground detention, retention, or
infiltration system:
· Santa Fe Water Systems Inspection and Maintenance Report Form
· Flashlight
· Manhole hook or appropriate tools to access hatches and covers
· Appropriate traffic control signage and procedures
· Measuring pole and/or tape measure
· Protective clothing and eye protection
· Vacuum truck
· Trash can
· Pressure washer
· Note: Entering a confined space requires appropriate safety and certification. It is
generally not required for routine inspections of the system. Entry into the system will
be required if maintenance is required.
Maintenance Procedures
It is recommended that maintenance occurs at least three days after the most recent rain
event to allow for drain down of the system and any upstream detention systems designed to
drain down over an extended period of time. Maintaining the system while flows are still
entering it will increase the time and complexity required for maintenance. Once all safety
measures have been set up cleaning of the system can proceed as follows:
· Using an extension on a boom on the vacuum truck, position the hose over the
opened manway and lower into the system. Remove all floating debris, standing
water (as needed) and sediment from the system. A power washer can be used to
assist if sediments have become hardened and stuck to the walls and columns. Repeat
the same procedure at each manway until the system has been fully maintained. Be
sure not to pressure wash the infiltration area as it may scour.
If maintenance requires entry into the vault:
· Following rules for confined space entry use a gas meter to detect the presence of
any hazardous gases. If hazardous gases are present do not enter the vault. Follow
appropriate confined space procedures, such as utilizing venting system, to address
the hazard. Once it is determined to be safe, enter utilizing appropriate entry
Page 4
equipment such as a ladder and tripod with harness.
· The last step is to close up and replace all manhole covers and remove all traffic control.
· All removed debris and pollutants shall be disposed of following local and
state requirements.
For Maintenance Services please contact Santa Fe Water Systems at 562-777-9724 for
assistance in finding an authorized service provider.
APPENDIX F
Education Materials
YOUR USED
MOTOR OIL
Visit one of Rancho Cucamonga’s
Certified Collection Centers
Kragen Auto Parts
9110 Foothill Blvd.
(909) 980-2910
ACCEPTS
Auto Zone
9457 Foothill Blvd.
(909) 989-4855
Auto Zone
11898 Foothill Blvd.
(909) 476-2447
EZ Lube
8122 Masi Drive
(909) 484-0610
Jiffy Lube
12589 Foothill Blvd.
(909) 899-3946
Deer Creek Oil &
Lube
10340 Foothill Blvd.
909 987-1325
Pep Boys
9292 Foothill Blvd.
(909) 945-3313
Kragen Auto Parts
11368 Kenyon Way
(909) 989-7389
For more information please call (909) 477-2740
City Of Rancho Cucamonga
Engineering Division/Integrated
Waste/NPDES Section
Phone—909-477-2740
Fax—909-477-2746
Residential Haulers:
Burrtec Waste Industries Inc.
Yukon (Above Base Line) —909-987-2410
Rancho (Below Base Line) —909-987-3717
Waste Management
of the
Inland Empire
1-800-423-9986
Commercial Haulers:
Burrtec—909-429-4200
Waste Management
of the
Inland Empire
1-800-423-9986
OBSERVED HOLIDAYS
(Service Delayed One Day)
*January 1 - New Year's Day
*May - Memorial Day
*July4th - Independence Day
*September - Labor Day
*November - Thanksgiving Day
*December 25 - Christmas Day
City Street Sweepers observe the above Holidays plus:
January - Martin Luther King's Day
February - President's Day
Waste Management
And You
You Can Make A Difference
Every second the world is being destroyed by de-
forestation, global warming, overpopulation, and
over land filling. Many individuals feel as though
they are helpless in the fight to save our planet.
What they do not realize is they are part of the so-
lution. If everyone started recycling their refuse it
would save millions of trees, precious metals, and
oil. Everyone has a choice, to be part of the so-
lution or to be part of the problem.
Assembly Bill 939 is a law that was passed by the
State of California that mandates that all cities be
at a diversion rate of 50% by the year 2000. What
that means is the city must divert 50% of its trash
from the landfill. The city needs your help by recy-
cling a all that you can. Please help out by properly
managing your waste.
The purpose of this guidebook is to make you more
familiar with the many recycling opportunities found
in the City of Rancho Cucamonga. For more in-
formation please call (909) 477-2740 Integrated
Waste/NPDES Division.
City of Rancho Cucamonga Reduce, Reuse, Recycle
Recycle
It’s good for the bottle.
It’s good for the can.
Take your bottles, cans and other
recyclables to one of Rancho Cucamonga’s Re-
cycling Centers and redeem them for money.
Call for operating hours, price listings and ac-
ceptable materials.
Allstate Paper & Metal
Recycling Co. Inc.
8889 Etiwanda Ave
Rancho Cucamonga, CA 91739
909-899-3613
TOMRA Pacific Inc.
9910 East 6th St.
Rancho Cucamonga, CA 91730
909-980-1204
Albertsons
9775 Baseline Rd.
Alta Loma, CA 91701
800-266-2453
Ralphs
7369 Milliken Ave
Rancho Cucamonga, CA 91730
800-266-2453
Albertsons
8850 Foothill Blvd.
Rancho Cucamonga, CA 91730
800-266-2453
For more Information: www.ciwmb.ca.com
Help protect our waterways!!
Together we can protect plants and
wildlife, keep our beaches clean and
pass on a valuable heritage to our
children.
Do’s and Don’ts
of Storm Drain Pollution
For more information call:
Rancho Cucamonga………………909-477-2740
Waste Facility Centers………….1-800-CLEANUP
Don’t…
*litter.
*dump oil, antifreeze
and other
chemicals down
the storm drain.
*leave pet waste on
lawns, streets or
public areas.
*allow your cars to
leak fluids.
Do…
*place litter in
trash cans.
*take household
toxic fluids to a
hazardous waste
collection facility.
*dispose of pet
waste in trash.
*maintain your car
and look for
possible leaks.
Stormwater Pollution
Prevention
It’s Up To You...
APPENDIX G
MS4 Groundwater Protection
Compliance Summary
MS4 Groundwater Protection Summary
A contribute to exceedance of Report. See Appendix C of this WQMP
B Control and Pollution Prevention
installation of the Catch basin inserts, Vorsentry will be ut
for pre-treatment phase of the treatment train prior to
the drywells proposed for this project.
C& D Pretreatment for Commercial, Gas Statio
use.
here will be none of these types of land uses within this
E for automotive repair;
ance, auto body repair, new or
There will be none of these types of land uses within this
project.
F not be installed in areas the Geotechnical Report. See Appendix C of this WQMP for
reference.
G shall not be located with 100 feet horizontally of any water supply wells.
H device and the groundwater Groundwater is located 350’ below natural grade.
I
l infiltration treatment devices
ause nuisance or pollution as
ed in Water Code Section 13050
The stormwater will be directed to catch basin filters before
entering the water quality basin.
References: Tracts 20073 & 20105 Mainline Strom Drainage Study for The Resort dated October 12,
2017, prepared by Madole & Associates, Incorporated
Proposed Treatment
The project proposes a treatment train and source control BMPs to protect the quality of stormwater before entering
the proposed underground infiltration BMP. Several source control BMPs shall be implemented onsite to reduce
the pollutants in the stormwater runoff. Some of the Section 4 of the WQMP report discusses the appropriate
Source Control BMPs that will be implemented onsite. After which, a BMP treatment train will be proposed to
further protect and treat the stormwater runoff entering the underground infiltration BMP. The catchbasins will
be required to install a filter Insert, FloGard Plus or approved equal. The FloGard Filter Insert Plus is designed to
remove sediment, gross solids, trash, and petroleum hydrocarbons. The second pre-treatment is the Hydrodynamic
Separation BMP, Oldcastle Dual Vortex Separator or approved equal. The Dual Vortex Separator is used to further
remove pollutants from stormwater runoff. It is designed to capture and retain sediment as well as floating trash,
debris, and oils. This will help in protecting and extending the life of the underground infiltration BMP Hydrostor
Stormwater Chambers of approved equal.
Ground Water Protection
The proposed Prinsco Hydrostor Underground Infiltration Basin was evaluated for Potential Impacts to
Groundwater Water Quality based on the following parameters:
1. Ability of Aquifer Solids to Remove Stormwater Runoff Potential Pollutants
2. Hydraulic connections to Surface Waters
3. Stormwater Bypass
Ability of Aquifer Solids to Remove Stormwater Runoff Potential Pollutants
As of the time of this report, a tenant has not yet been determined. Therefore, a more detailed description of
operations is not available. Considering that the project site is mostly impervious area with large parking areas, it
is safe to assume that several chemical constituents such as heavy metals, organics such as oil and grease can be
reasonably expected. These can post potential groundwater pollutants. The sorption capacity of aquifer solids
generally decreases as the permeability of the aquifer increases. The greatest sorption capacity for removal of
pollutants usually occurs with clay or silt layers. The project site’s boring test will show that the site consists of silty
sand and sand with silt layer. Infiltration capabilities were checked since typically silt and clay soils will have low
infiltration. Therefore, factor of safety was applied to design the underground infiltration basin’s depth.
Generally, the greater depth of the vadose zone underlying an infiltration system provides for enhances removal of
chemical and pathogens. The soils report will show that groundwater was not encountered up to 10 bgs based on
the boring log.
There is a tendency to reduce the permeability of the basin with increased suspended sediments. The WQMP
proposes to include a pre-treatment to reduce the introduction of sediments into the underground infiltration
basin.
Hydraulic Connections to Surface Waters
The project site is distant from any receiving water or any above-ground springs or seepage to possibly affecting
aquatic life with the introduction of Pollutants from site and mixing of the infiltrated stormwater runoff with the
surface waters of the receiving water.
Strormwater bypass
Substantial bypass could, in effect, largely negate any benefits associated with attempting to infiltrate stormwater
into the groundwater system, rather than allowing it to pass directly to surface water system. The project site is
distant from any receiving water therefore there will be no bypass of stormwater runoff from the underground
infiltration basin to the surface watercourse.