Upland City Council
June 9, 2025

STREET CAPACITY HYDRAULIC

CALCULATIONS

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.00500 ft/ft
Discharge 29.00 ft³/s
Section Definitions
Station (ft)Elevation (ft)
0+00 0.60
0+05 0.50
0+06 0.00
0+07 0.01
0+24 0.34
0+41 0.01
0+42 0.00
0+43 0.50
0+48 0.60
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 0.60)(0+48, 0.60)0.014
Options
Current Roughness Weighted
Method Pavlovskii's Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 0.43 ft
Elevation Range 0.00 to 0.60 ft
Flow Area 9.62 ft²
Wetted Perimeter 37.80 ft
Worksheet for STREET A SECTION
9/16/2018 9:28:42 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page 100-YEAR PEAK

FLOW FOR
TRACT 20245
MIN. STREET FLOW

CAPACITY AT FLATTEST

STREET SLOPE

Results
Hydraulic Radius 0.25 ft
Top Width 37.63 ft
Normal Depth 0.43 ft
Critical Depth 0.44 ft
Critical Slope 0.00448 ft/ft
Velocity 3.02 ft/s
Velocity Head 0.14 ft
Specific Energy 0.57 ft
Froude Number 1.05
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.43 ft
Critical Depth 0.44 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00448 ft/ft
Worksheet for STREET A SECTION
9/16/2018 9:28:42 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page

THE SCENARIO RUN FOR STREET A IS THAT ALL LOT GRATE

INLETS FAIL AND RUNOFF DRAINS TO STREET TO STREET
A.

THE CALCULATION SHOW THAT THE 100-YEAR STORM WILL
POND 0.43' ABOVE THE GUTTER FLOW LINE. THE PROPERTY
LINE IS APROXIMATELY 0.60' ABOVE THE GUTTER FLOW

LINE, THUS, RUNOFF WILL NOT FLOW ONTO THE PROPOSED
PADS.

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.00500 ft/ft
Discharge 8.20 ft³/s
Section Definitions
Station (ft)Elevation (ft)
0+00 0.60
0+05 0.50
0+06 0.00
0+07 0.01
0+21 0.29
0+35 0.01
0+36 0.00
0+37 0.50
0+42 0.60
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 0.60)(0+42, 0.60)0.014
Options
Current Roughness Weighted
Method Pavlovskii's Method
Open Channel Weighting Method Pavlovskii's Method
Closed Channel Weighting Method Pavlovskii's Method
Results
Normal Depth 0.27 ft
Elevation Range 0.00 to 0.60 ft
Flow Area 4.08 ft²
Wetted Perimeter 29.46 ft
Worksheet for STREET B SECTION
9/16/2018 9:28:29 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page MIN. STREET FLOW

CAPACITY AT FLATTEST

STREET SLOPE
100-YEAR PEAK

FLOW FOR

STREET B

Results
Hydraulic Radius 0.14 ft
Top Width 29.35 ft
Normal Depth 0.27 ft
Critical Depth 0.27 ft
Critical Slope 0.00558 ft/ft
Velocity 2.01 ft/s
Velocity Head 0.06 ft
Specific Energy 0.34 ft
Froude Number 0.95
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.27 ft
Critical Depth 0.27 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00558 ft/ft
Worksheet for STREET B SECTION
9/16/2018 9:28:29 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page

THE SCENARIO RUN FOR STREET B IS THAT ALL LOT GRATE
INLETS FAIL AND RUNOFF SHEET FLOWS ONTO STREET B.

THE CALCULATION SHOW THAT THE 100-YEAR STORM WILL
POND 0.27 ABOVE THE GUTTER FLOW LINE. THE PROPERTY
LINE IS APROXIMATELY 0.60' ABOVE THE GUTTER FLOW

LINE, THUS, RUNOFF WILL NOT FLOW ONTO THE PROPOSED
PADS.

Villa Serena Specific Plan City of Upland
Initial Study/Mitigated Negative Declaration
October 2019
Appendices
APPENDIX G2:

PRELIMINARY WATER QUALITY MANAGEMENT PLAN

Water Quality Management Plan
For:

TRACT NO. 20245

Prepared for:

Frontier Communities
2151 E. Convention Center Way, Suite 222
Ontario, CA 91764
909-354-8040

Prepared by:

Proactive Engineering Consultants, Inc.
200 South Main Street, Suite 300
Corona, CA 92882
(951) 280 3300

Submittal Date: 6/17/19
Revision Date:

Acceptance Date:_____________________

Water Quality Management Plan (WQMP)
Owner’s Certification
Project Owner’s Certification
This Water Quality Management Plan (WQMP) has been prepared for Frontier Communities by Proactive Engineering Consultants, Inc.. The WQMP is intended to comply with the requirements of the City of Upland and the NPDES Areawide Stormwater Program requiring the preparation of a WQMP. The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with San Bernardino County’s Municipal Storm Water Management Program and the intent of the NPDES Permit for San Bernardino County and the incorporated cities of San Bernardino County within the Santa Ana Region. Once the undersigned transfers its interest in the property, its successors in interest and the city/county shall be notified of the transfer. The new owner will be informed of its responsibility under this WQMP. A copy of the approved WQMP shall be available on the subject site in perpetuity.
“I certify under a penalty of law that the provisions (implementation, operation, maintenance, and funding) of the WQMP have been accepted and that the plan will be transferred to future successors.” .

Project Data
Permit/Application
Number(s):TBD Grading Permit Number(s):TBD
Tract/Parcel Map
Number(s):TRACT NO. 20245 Building Permit Number(s):TBD CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract):

Owner’s Signature
Owner Name:Frontier Communities
Title
Company
Address
Email
Telephone #
Signature Date

Water Quality Management Plan (WQMP)

Contents

Preparer’s Certification

Project Data
Permit/Application
Number(s): TBD Grading Permit Number(s): TBD
Tract/Parcel Map
Number(s): TRACT NO. 20245 Building Permit Number(s): TBD CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract):

“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: Scott P. Gilbert PE Stamp Below

Title Senior Project Manager
Company Proactive Engineering
Address 200 South Main Street, Suite 300
Email [email protected]
Telephone # 921 280 3300
Signature

Date 6/13/2019

Water Quality Management Plan (WQMP)
Contents iv
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 v
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

RAINFALL DATA

APPENDIX B
EXHIBIT A – DRAINAGE PLAN
EXHIBIT B – DRAINAGE AREA CALCULATIONS
EXHIBIT C – DA SCHEMATIC

APPENDIX C

BMP DETAILS

BMP EDUCATIONAL MATERIAL

APPENDIX D

SOILS REPORT

Water Quality Management Plan (WQMP)
1-1
Section 1 Discretionary Permit(s)
Form 1-1 Project Information
Project Name Tract No. 20245
Project Owner Contact Name:Frontier Communities
Mailing
Address:
2151 East Convention Center Way, Suite
222 Ontario CA 91764
E-mail
Address:Telephone:

Permit/Application Number(s):TBD Tract/Parcel Map
Number(s):Tract No. 20245
Additional Information/
Comments:

Description of Project:

Tract No. 20245 will consist of 65 single family units. Tract No. 20245 will be constructed as a new medium residential development. Tract No. 20245 is approximately 9.2 acres. The proposed development will consist of single family detached units and a recreational park area. Tract No. 20245 is bounded by a landscape area to the north, existing residential development to the west and East 15 Street to the south and an existing detention basin to the east.

Tract No. 20245 in its current condition is situated on the westerly end of the 15th Street Basin. There is some vegetation within the 15th Street Basin. In the developed condition, the project will consist of three main drainage areas. Drainage Area No. 1 (DA 1) will route water quality flow rates to a proposed MWS Unit. Drainage Area No. (DA 2) will convey water quality runoff to a proposed storm drain network where it will be pretreated and infiltrated.

Drainage Area No. 3 (DA 3) will route water quality flow rates to a proposed MWS Unit. All three drainage areas will outlet to a proposed 12’ X 8 ‘ RCB storm drain.

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): 400,750 3 Number of Dwelling Units: 65 4 SIC Code:
6552 Land
Subdividers &
Developers
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:

Residential Areas:

Stormwater facilities for this project will be maintained by either a CSA, LMD or Homeowners Association (HOA). If neither a CSA nor LMD is available, a HOA shall be established to maintain the proposed BMPs. The HOA would then be funded as directed by the Covenants, Conditions and Requirements (CC&R) to collect dues from the homeowners of the tract. The developer will be responsible for the maintenance until all homes are sold.

Non-Residential Areas:

Stormwater facilities for this project will be maintained by either a CSA or LMD. The developer will be responsible for the maintenance of the BMPs until accepted by CSA or LMD.

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
Nutrients - Phosphorous E N
Nutrients - Nitrogen E N
Noxious Aquatic Plants E N
Sediment E N
Metals E N
Oil and Grease E N
Trash/Debris E N
Pesticides / Herbicides E N
Organic Compounds E N
Other:E N
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 % 5 (Total all credit percentages up to a maximum allowable credit of 50 percent) Description of Water Quality
Credit Eligibility (if applicable)
Proposed development consist of aproximately 7 DU/ac.

Water Quality Credits will only be applied if total LID DCV cannot be met with on-site BMP's.

Use of water quality credits will be determined during final engineering.

Water Quality Management Plan (WQMP)
3-5
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°07'06.32"N Longitude
117°38'03.17"W Thomas Bros Map page TBD
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 Example only – modify for project specific WQMP using additional form Conveyance Briefly describe on-site drainage features to convey runoff that is not retained within a DMA DA1 DMA C flows to
DA1 DMA A
Ex. Bioretention overflow to vegetated bioswale with 4’ bottom width, 5:1 side slopes and bed slope of 0.01. Conveys runoff for 1000’ through DMA 1 to existing catch basin on SE corner of property DA1 DMA A to Outlet 1 Refer to DA schematic (EXHIBIT C). See Appendix B.

DA1 DMA B to Outlet 1
DA2 to Outlet 2
Outlet 1
DA1 DMA A
DA1 DMA C
DA 1 DMA B
Outlet 2
DA2

Water Quality Management Plan (WQMP)
3-6
Form 3-2 Existing Hydrologic Characteristics for Drainage Area 1 For Drainage Area 1’s sub-watershed DMA,
provide the following characteristics DMA A DMA B DMA C DMA D 1 DMA drainage area (ft2)10,751
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
N/A
4 Hydrologic soil group Refer to Watershed
Mapping Tool –
http://permitrack.sbcounty.gov/wap/
A
5 Longest flowpath length (ft)149
6 Longest flowpath slope (ft/ft)0.0221
7 Current land cover type(s)Select from Fig C-3
of Hydrology Manual
Natural cover
grass, annual or
perennial
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

Form 3-2 Existing Hydrologic Characteristics (DA 2)
For Drainage Area 2’s sub-watershed DMA,
provide the following characteristics DMA A DMA B DMA C DMA D 1 DMA drainage area (ft2)357,360
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
Not applicable,
project lies
outside
boundary map
4 Hydrologic soil group Refer to Watershed
Mapping Tool –
http://sbcounty.permitrack.com/WAP
B
5 Longest flowpath length (ft)1,550
6 Longest flowpath slope (ft/ft)0.0009
7 Current land cover type(s)Select from Fig C-3
of Hydrology Manual
Natural cover
grass, annual or
perennial
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
A

Form 3-2 Existing Hydrologic Characteristics (DA 3)
For Drainage Area 3’s sub-watershed DMA,
provide the following characteristics DMA A DMA B DMA C DMA D 1 DMA drainage area (ft2)48,796
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
Not applicable,
project lies
outside
boundary map
4 Hydrologic soil group Refer to Watershed
Mapping Tool –
http://sbcounty.permitrack.com/WAP
A
5 Longest flowpath length (ft)519
6 Longest flowpath slope (ft/ft)0.0202
7 Current land cover type(s)Select from Fig C-3
of Hydrology Manual
Natural cover
grass, annual or
perennial
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)
3-8
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
Santa Ana Reach 3 (Prado Basin)
Cucamonga Creek
Applicable TMDLs
Refer to Local Implementation Plan
TBD by City
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
Cucamonga: Cadmium , Copper , Lead , Zinc, pH
Santa Ana Reach 3: Lead
Environmentally Sensitive Areas (ESA)
Refer to Watershed Mapping Tool –
http://permitrack.sbcounty.gov/wap/
None
Unlined Downstream Water Bodies
Refer to Watershed Mapping Tool –
http://permitrack.sbcounty.gov/wap/
Cucamonga Channel
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 reasonIncludedNot
Applicable
N1 Education of Property Owners, Tenants
and Occupants on Stormwater BMPs
Residential BMP packets will be given to all first time homeowners as part of the disclosure exhibits distributed by home builder. BMP handouts are included in Appendix C.

N2 Activity Restrictions Home owners must prevent pollutant runoff.

N3 Landscape Management BMPs The HOA will maintain landscape areas.

N4 BMP Maintenance BMP'S will be maintained by the HOA.

N5 Title 22 CCR Compliance
(How development will comply)
Title 22 applies to communitiy care facilities regulated by the Community Care Licensing Division.

N6 Local Water Quality Ordinances TBD
N7 Spill Contingency Plan Residents are not typically required.

N8 Underground Storage Tank Compliance
There will not be any subtances within the proposed project that will require to be contained in underground storage tanks.

N9 Hazardous Materials Disclosure
Compliance
No hazardous materials will be used/handled within the project limits.

Water Quality Management Plan (WQMP)
4-3
Form 4.1-1 Non-Structural Source Control BMPs
Identifier Name
Check One Describe BMP Implementation OR,
if not applicable, state reasonIncludedNot
Applicable
N10 Uniform Fire Code Implementation No hazardous materials will be used/handled within the project limits.

N11 Litter/Debris Control Program HOA will provide litter/debris control of common areas and streets.

N12 Employee Training
A copy of this WQMP will be on file at the HOA office and board of members will be educated on it. This WQMP is one of their guidelines and should be reviewed alongside the CASQA Stormwater BMP Handbook for New Development and Redevelopment by personnel prior to performing BMP maintenance. Training should be both formal and informal, occur on an ongoing basis whe it is appropiate and convinient, and should include training/workshops offered by the SWRCB, RWQCB, or other locally recognized agencies or professional organzations.

N13 Housekeeping of Loading Docks There are no loading docks within the proposed project limits.

N14 Catch Basin Inspection Program HOA to maintain private SD catch basins.

N15 Vacuum Sweeping of Private Streets and
Parking Lots
HOA to maintain private private streets and parking lots.

N16 Other Non-structural Measures for Public
Agency Projects
Not Applicable
N17 Comply with all other applicable NPDES
permits
Compliance under California CGP obtained WDID.

Water Quality Management Plan (WQMP)
4-4
Form 4.1-2 Structural Source Control BMPs
Identifier Name
Check One Describe BMP Implementation OR,
If not applicable, state reasonIncludedNot
Applicable
S1 Provide storm drain system stencilling and signage
(CASQA New Development BMP Handbook SD-13)
SD stenciling to be applied to private catch basins.

S2
Design and construct outdoor material storage
areas to reduce pollution introduction (CASQA
New Development BMP Handbook SD-34)
No proposed outdoor material storage areas.

S3
Design and construct trash and waste storage
areas to reduce pollution introduction (CASQA
New Development BMP Handbook SD-32)
Trash recepticals will be provided to residents.

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)
Homebuilder will provide compliance with CASQA BMP fact sheet SD-12.

S5
Finish grade of landscaped areas at a minimum of
1-2 inches below top of curb, sidewalk, or
pavement
TBD
S6
Protect slopes and channels and provide energy
dissipation (CASQA New Development BMP
Handbook SD-10)
Grading within slope areas will be protected as indicated in CASQA BMP SD-10 S7 Covered dock areas (CASQA New Development
BMP Handbook SD-31)
No proposed dock areas.

S8
Covered maintenance bays with spill containment
plans (CASQA New Development BMP Handbook
SD-31)
No proposed maintenance bays
S9 Vehicle wash areas with spill containment plans
(CASQA New Development BMP Handbook SD-33)
No proposed vehicle wash areas
S10 Covered outdoor processing areas (CASQA New
Development BMP Handbook SD-36)
No proposed outdoor processing areas

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 reasonIncludedNot
Applicable
S11
Equipment wash areas with spill containment
plans (CASQA New Development BMP Handbook
SD-33)
Not applicable to residential projects
S12 Fueling areas (CASQA New Development BMP
Handbook SD-30)
Not applicable to residential projects
S13 Hillside landscaping (CASQA New Development
BMP Handbook SD-10)
Distirbued hillside areas will be landscaped as indicated in CASQA BMP SD-10 S14 Wash water control for food preparation areas Not applicable to residential projects S15 Community car wash racks (CASQA New
Development BMP Handbook SD-33)
No proposed vehicle wash areas

Water Quality Management Plan (WQMP)
4-6

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: The project will include landscape areas and open spaces to optimize pervious surfaces.

Maximize natural infiltration capacity: Yes No
Explanation: Roof drains will drain to pervious areas where possible to maximize infiltration.

Preserve existing drainage patterns and time of concentration: Yes No Explanation: The site will preserve existing drainage patterns.

Disconnect impervious areas: Yes No
Explanation: Runoff from roof structures will outlet to splash blocks and onto landscape areas prior to entering the storm drain system.

Protect existing vegetation and sensitive areas: Yes No Explanation: There is no existing vegetation on site.

Re-vegetate disturbed areas: Yes No
Explanation: Not Applicable
Minimize unnecessary compaction in stormwater retention/infiltration basin/trench areas: Yes No Explanation: Appropiate grading and construction activities will be utilized for this site.

Utilize vegetated drainage swales in place of underground piping or imperviously lined swales: Yes No Explanation: There are no opportunities to use vegetated drainage swales.

Stake off areas that will be used for landscaping to minimize compaction during construction : Yes No Explanation: Appropiate grading and construction activities will be utilized for this site. §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)
4-7

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 (DA 1)
1 Project area DA 1 (ft2):
10,751
2 Imperviousness after applying preventative
site design practices (Imp%): 65
3 Runoff Coefficient (Rc): _0.45
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): 0.63 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 0.93
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): 737
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 (DA 2)
1 Project area DA 2 (ft2):
357,360
2 Imperviousness after applying preventative
site design practices (Imp%): 49
3 Runoff Coefficient (Rc): _0.33
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): 0.63 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 0.93
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): 18,155
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 (DA 3)
1 Project area DA 2 (ft2):
48,796
2 Imperviousness after applying preventative
site design practices (Imp%): 57
3 Runoff Coefficient (Rc): _0.39
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): 0.63 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 0.93
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): 2,879
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)
4-8
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 N/A
Form 4.2-3 Item 12
2 N/A
Form 4.2-4 Item 13
3 N/A
Form 4.2-5 Item 10
Post-developed
4 N/A
Form 4.2-3 Item 13
5 N/A
Form 4.2-4 Item 14
6 N/A
Form 4.2-5 Item 14
Difference
7 N/A
Item 4 – Item 1
8 N/A
Item 2 – Item 5
9 N/A
Item 6 – Item 3
Difference
(as % of pre-developed)
10 N/A%
Item 7 / Item 1
11 N/A%
Item 8 / Item 2
12 N/A%
Item 9 / Item 3
DA 1, DA 2, DA 3

Water Quality Management Plan (WQMP)
4-9
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)
4-10
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)
4-11
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)
4-12

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)
4-13
Form 4.3-1 Infiltration BMP Feasibility (DA 1, DA 2 & DA 3) 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.

DA 1 & DA 3 WILL BE ADDRESSED WITH BIOFILTRATION BMP'S DUE TO LACK OF USABLE SPACE AND UTILITY CONFLICTS.

Water Quality Management Plan (WQMP)
4-14

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 1 DMA A
BMP Type N/A

DA DMA
BMP Type

DA DMA
BMP Type
(Use additional forms
for more BMPs)
2 Total impervious area draining to pervious area (ft2)N/A 3 Ratio of pervious area receiving runoff to impervious area N/A 4 Retention volume achieved from impervious area
dispersion (ft3)V = Item2 * Item 3 * (0.5/12), assuming retention of 0.5 inches of runoff
N/A
5 Sum of retention volume achieved from impervious area dispersion (ft3): N/A 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 1 DMA A
BMP Type N/A

DA DMA
BMP Type

DA DMA
BMP Type
(Use additional forms
for more BMPs)
7 Ponding surface area (ft2)N/A
8 Ponding depth (ft)N/A
9 Surface area of amended soil/gravel (ft2)N/A
10 Average depth of amended soil/gravel (ft)N/A
11 Average porosity of amended soil/gravel N/A
12 Retention volume achieved from on-lot infiltration (ft3) Vretention = (Item 7 *Item 8) + (Item 9 * Item 10 * Item 11) N/A
13 Runoff volume retention from on-lot infiltration (ft3): N/A Vretention =Sum of Item 12 for all BMPs

Water Quality Management Plan (WQMP)
4-15
Form 4.3-2 cont. Site Design Hydrologic Source Control BMPs (DA 1) 14 Implementation of evapotranspiration BMP (green,
brown, or blue roofs): Yes No
If yes, complete Items 15-20. If no, proceed to Item 21 DA 1 DMA A
BMP Type N/A

DA DMA
BMP Type

DA DMA
BMP Type
(Use additional forms
for more BMPs)
15 Rooftop area planned for ET BMP (ft2)N/A
16 Average wet season ET demand (in/day)
Use local values, typical ~ 0.1
N/A
17 Daily ET demand (ft3/day)
Item 15 * (Item 16 / 12)
N/A
18 Drawdown time (hrs)
Copy Item 6 in Form 4.2-1
N/A
19 Retention Volume (ft3)
Vretention = Item 17 * (Item 18 / 24)
N/A
20 Runoff volume retention from evapotranspiration BMPs (ft3): Vretention =Sum of Item 19 for all BMPs 21 Implementation of Street Trees: Yes No
If yes, complete Items 22-25. If no, proceed to Item 26 DA 1 DMA A
BMP Type Trees

DA DMA
BMP Type

DA DMA
BMP Type
(Use additional forms
for more BMPs)
22 Number of Street Trees TBD
23 Average canopy cover over impervious area (ft2)TBD
24 Runoff volume retention from street trees (ft3)
Vretention = Item 22 * Item 23 * (0.05/12) assume runoff retention of

0.05 inches
TBD
25 Runoff volume retention from street tree BMPs (ft3): TBD 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 1 DMA A
BMP Type N/A

DA DMA
BMP Type

DA DMA
BMP Type
(Use additional forms
for more BMPs)
27 Number of rain barrels/cisterns N/A
28 Runoff volume retention from rain barrels/cisterns (ft3) Vretention = Item 27 * 3
N/A
29 Runoff volume retention from residential rain barrels/Cisterns (ft3):N/A Vretention =Sum of Item 28 for all BMPs 30 Total Retention Volume from Site Design Hydrologic Source Control BMPs: TBD Sum of Items 5, 13, 20, 25 and 29

Form 4.3-2 Site Design Hydrologic Source Control BMPs (DA 2) 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 2 DMA A
BMP Type N/A

DA DMA
BMP Type

DA DMA
BMP Type
(Use additional forms
for more BMPs)
2 Total impervious area draining to pervious area (ft2)N/A 3 Ratio of pervious area receiving runoff to impervious area N/A 4 Retention volume achieved from impervious area
dispersion (ft3)V = Item2 * Item 3 * (0.5/12), assuming retention of 0.5 inches of runoff
N/A
5 Sum of retention volume achieved from impervious area dispersion (ft3): N/A 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 2 DMA A
BMP Type N/A

DA DMA
BMP Type

DA DMA
BMP Type
(Use additional forms
for more BMPs)
7 Ponding surface area (ft2)N/A
8 Ponding depth (ft)N/A
9 Surface area of amended soil/gravel (ft2)N/A
10 Average depth of amended soil/gravel (ft)N/A
11 Average porosity of amended soil/gravel N/A
12 Retention volume achieved from on-lot infiltration (ft3) Vretention = (Item 7 *Item 8) + (Item 9 * Item 10 * Item 11) N/A
13 Runoff volume retention from on-lot infiltration (ft3): N/A Vretention =Sum of Item 12 for all BMPs

Form 4.3-2 cont. Site Design Hydrologic Source Control BMPs (DA 2) 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 2 DMA A
BMP Type N/A

DA DMA
BMP Type

DA DMA
BMP Type
(Use additional forms
for more BMPs)
15 Rooftop area planned for ET BMP (ft2)N/A
16 Average wet season ET demand (in/day)
Use local values, typical ~ 0.1
N/A
17 Daily ET demand (ft3/day)
Item 15 * (Item 16 / 12)
N/A
18 Drawdown time (hrs)
Copy Item 6 in Form 4.2-1
N/A
19 Retention Volume (ft3)
Vretention = Item 17 * (Item 18 / 24)
N/A
20 Runoff volume retention from evapotranspiration BMPs (ft3): N/A 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 2 DMA A
BMP Type Trees

DA DMA
BMP Type

DA DMA
BMP Type
(Use additional forms
for more BMPs)
22 Number of Street Trees TBD
23 Average canopy cover over impervious area (ft2)TBD
24 Runoff volume retention from street trees (ft3)
Vretention = Item 22 * Item 23 * (0.05/12) assume runoff retention of

0.05 inches
TBD
25 Runoff volume retention from street tree BMPs (ft3): TBD Vretention = Sum of Item 24 for all BMPs 26 Implementation of residential rain barrels/cisterns:

Yes No If yes, complete Items 27-29; If no, proceed to Item 30
DA 2 DMA A
BMP Type N/A

DA DMA
BMP Type

DA DMA
BMP Type
(Use additional forms
for more BMPs)
27 Number of rain barrels/cisterns N/A
28 Runoff volume retention from rain barrels/cisterns (ft3) Vretention = Item 27 * 3
N/A
29 Runoff volume retention from residential rain barrels/Cisterns (ft3):N/A Vretention =Sum of Item 28 for all BMPs 30 Total Retention Volume from Site Design Hydrologic Source Control BMPs: TBD Sum of Items 5, 13, 20, 25 and 29

Form 4.3-2 Site Design Hydrologic Source Control BMPs (DA 3) 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 3 DMA A
BMP Type N/A

DA DMA
BMP Type

DA DMA
BMP Type
(Use additional forms
for more BMPs)
2 Total impervious area draining to pervious area (ft2)N/A 3 Ratio of pervious area receiving runoff to impervious area N/A 4 Retention volume achieved from impervious area
dispersion (ft3)V = Item2 * Item 3 * (0.5/12), assuming retention of 0.5 inches of runoff
N/A
5 Sum of retention volume achieved from impervious area dispersion (ft3): N/A 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 3 DMA A
BMP Type N/A

DA DMA
BMP Type

DA DMA
BMP Type
(Use additional forms
for more BMPs)
7 Ponding surface area (ft2)N/A
8 Ponding depth (ft)N/A
9 Surface area of amended soil/gravel (ft2)N/A
10 Average depth of amended soil/gravel (ft)N/A
11 Average porosity of amended soil/gravel N/A
12 Retention volume achieved from on-lot infiltration (ft3) Vretention = (Item 7 *Item 8) + (Item 9 * Item 10 * Item 11) N/A
13 Runoff volume retention from on-lot infiltration (ft3): N/A Vretention =Sum of Item 12 for all BMPs

Form 4.3-2 cont. Site Design Hydrologic Source Control BMPs (DA 3) 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 3 DMA A
BMP Type N/A

DA DMA
BMP Type

DA DMA
BMP Type
(Use additional forms
for more BMPs)
15 Rooftop area planned for ET BMP (ft2)N/A
16 Average wet season ET demand (in/day)
Use local values, typical ~ 0.1
N.A
17 Daily ET demand (ft3/day)
Item 15 * (Item 16 / 12)
N/A
18 Drawdown time (hrs)
Copy Item 6 in Form 4.2-1
N/A
19 Retention Volume (ft3)
Vretention = Item 17 * (Item 18 / 24)
N/A
20 Runoff volume retention from evapotranspiration BMPs (ft3): N/A 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 3 DMA A
BMP Type Trees

DA DMA
BMP Type

DA DMA
BMP Type
(Use additional forms
for more BMPs)
22 Number of Street Trees TBD
23 Average canopy cover over impervious area (ft2)TBD
24 Runoff volume retention from street trees (ft3)
Vretention = Item 22 * Item 23 * (0.05/12) assume runoff retention of

0.05 inches
TBD
25 Runoff volume retention from street tree BMPs (ft3): TBD Vretention = Sum of Item 24 for all BMPs 26 Implementation of residential rain barrels/cisterns:

Yes No If yes, complete Items 27-29; If no, proceed to Item 30
DA 3 DMA A
BMP Type N/A

DA DMA
BMP Type

DA DMA
BMP Type
(Use additional forms
for more BMPs)
27 Number of rain barrels/cisterns N/A
28 Runoff volume retention from rain barrels/cisterns (ft3) Vretention = Item 27 * 3
N/A
29 Runoff volume retention from residential rain barrels/Cisterns (ft3):N/A Vretention =Sum of Item 28 for all BMPs 30 Total Retention Volume from Site Design Hydrologic Source Control BMPs: TBD Sum of Items 5, 13, 20, 25 and 29

Water Quality Management Plan (WQMP)
4-16

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)
4-17
Form 4.3-3 Infiltration LID BMP -including underground BMPs (DA 1) 1 Remaining LID DCV not met by site design HSC BMP (ft3): 737 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 A
BMP Type N/A

DA DMA
BMP Type

DA DMA
BMP Type
(Use additional forms
for more BMPs)
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
N/A
3 Infiltration safety factor See TGD Section 5.4.2 and Appendix D N/A 4 Design percolation rate (in/hr)Pdesign = Item 2 / Item 3 N/A 5 Ponded water drawdown time (hr)Copy Item 6 in Form 4.2-1 N/A 6 Maximum ponding depth (ft)BMP specific, see Table 5-4 of the TGD for WQMP for BMP design details
N/A
7 Ponding Depth (ft)dBMP = Minimum of (1/12*Item 4*Item 5) or Item 6 N/A 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
N/A
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
10 Amended soil porosity 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
N/A
12 Gravel porosity N/A
13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs N/A 14 Above Ground Retention Volume (ft3)Vretention = Item 8 * [Item7 + (Item 9 * Item 10) + (Item 11 * Item 12)+ (Item 13 * (Item 4 / 12))] N/A
15 Underground Retention Volume (ft3)Volume determined using manufacturer’s specifications and calculations
N/A
16 Total Retention Volume from LID Infiltration BMPs: 0 (Sum of Items 14 and 15 for all infiltration BMP included in plan) 17 Fraction of DCV achieved with infiltration BMP: 0%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.

SEE CALCULATIONS ON NEXT PAGE FOR BASIN SIZING AND DRAWDOWN TIME.

DR
A
I
N
A
G
E

A
R
E
A

2 B
A
S
I
N
TA
B
L
E

I
BM
P

I
N
F
I
L
T
R
A
T
I
O
N

T
I
M
E
DE
S
I
G
N

C
A
L
C
U
L
A
T
I
O
N
S
2,
8 2
9 18
,
2 1
7 18
,
1 5
5 2

8. 7
1 4.
3 6
18 NO
T
E
S
:

PE
R
C
O
L
A
T
I
O
N

T
I
M
E

=

R
E
Q
U
I
R
E
D

V
B
M
P

÷

(
U
N
D
E
R
G
R
O
U
N
D

I
N
F
I
L
T
R
A
T
I
O
N

A
R
E
A

X

I
N
F
I
L
T
R
A
T
I
O
N

R
A
T
E
)
PE
R
C
O
L
A
T
I
O
N
TI
M
E

(
H
R
)
PR
O
J
E
C
T

G
O
A
L

I
S

A
C
H
I
E
V
E
D

S
I
N
C
E

T
H
E

P
R
O
V
I
D
E
D

V
BM
P
,
IS

G
R
E
A
T
E
R

T
H
A
N

T
H
E

R
E
Q
U
I
R
E
D

V
BM
P
A
N
D

P
E
R
C
O
L
A
T
I
O
N

T
I
M
E

I
S

L
E
S
S

T
H
A
N

T
H
E

A
L
L
O
W
E
D
MA
X
I
M
U
M

4 8
-
H
R

D
R
A
W
D
O
W
N

T
I
M
E
.

IN
F
I
L
T
R
A
T
I
O
N

B
A
S
I
N
AR
E
A

(
S
Q
-
F
T
)
PR
O
V
I
D
E
D

V
(
B
M
P
)
(C
U
-
F
T
)
RE
Q
U
I
R
E
D

V
(
B
M
P
)
(C
U
-
F
T
)
IN
F
I
L
T
R
A
T
I
O
N

R
A
T
E
SA
F
E
T
Y

F
A
C
T
O
R
IN
F
I
L
T
R
A
T
I
O
N

R
A
T
E
(I
N
/
H
R
)
IN
F
I
L
T
R
A
T
I
O
N

R
A
T
E

-
SA
F
E
T
Y

F
A
C
T
O
R

A
P
P
L
I
E
D
(I
N
/
H
R
)

Da
t
e
:

Pr
o
j
e
c
t

N
a
m
e
:

Ci
t
y

/

C
o
u
n
t
y
:

St
a
t
e
:

De
s
i
g
n
e
d

B
y
:

Co
m
p
a
n
y
:

Te
l
e
p
h
o
n
e
:

St
o
r
a
g
e

V
o
l
u
m
e

R
e
q
u
i
r
e
d

(
c
f
):
17 ,
6 0
0 Li
m
i
t
i
n
g

W
i
d
t
h

(
f
t
)
:
23 .
0 0

9. 0
0 So
l
i
d

o
r

P
e
r
f
o
r
a
t
e
d

P
i
p
e
:

Pe
r
f
o
r
a
t
e
d
Sh
a
p
e

O
r

D
i
a
m
e
t
e
r

(
i
n
)
:
72 28
.
2 7
ft
2 P
i
p
e

A
r
e
a
Nu
m
b
e
r

O
f

H
e
a
d
e
r
s
:
2 Sp
a
c
i
n
g

b
e
t
w
e
e
n

B
a
r
r
e
l
s

(
f
t
)
:

4. 0
0 St
o
n
e

W
i
d
t
h

A
r
o
u
n
d

P
e
r
i
m
e
t
e
r

o
f

S
y
s
t
e
m

(
f
t
)
:

3. 5
De
p
t
h

A
:

P
o
r
o
u
s

S
t
o
n
e

A
b
o
v
e

P
i
p
e

(
i
n
)
:
30 De
p
t
h

C
:

P
o
r
o
u
s

S
t
o
n
e

B
e
l
o
w

P
i
p
e

(
i
n
)
:
48 St
o
n
e

P
o
r
o
s
i
t
y

(
0 t
o

4 0
%
)
:
40 Sy
s
t
e
m

S
i
z
i
n
g
Pi
p
e

S
t
o
r
a
g
e
:
6,
7 8
6 c
f
Po
r
o
u
s

S
t
o
n
e

S
t
o
r
a
g
e
:
11 ,
4 3
1 c
f
18 ,
2 1
7 c
f
10 3
.
5 %
Of

R
e
q
u
i
r
e
d

S
t
o
r
a
g
e
Ba
r
r
e
l

1 2
2 b
a
r
r
e
l
s
Ba
r
r
e
l

1 1
Le
n
g
t
h

p
e
r

B
a
r
r
e
l
:
10 4
.
0 f
t
Ba
r
r
e
l

1 0
Le
n
g
t
h

P
e
r

H
e
a
d
e
r
:
16 .
0 f
t
Ba
r
r
e
l

9 Re
c
t
a
n
g
u
l
a
r

F
o
o
t
p
r
i
n
t

(
W

x

L
)
:
23 .

f
t

x

1 2
3 .

f
t
Ba
r
r
e
l

8 CO
N
T
E
C
H

M
a
t
e
r
i
a
l
s
Ba
r
r
e
l

7 To
t
a
l

C
M
P

F
o
o
t
a
g
e
:
24 0
f
t
Ba
r
r
e
l

6 Ap
p
r
o
x
i
m
a
t
e

T
o
t
a
l

P
i
e
c
e
s
:
12 p
c
s
Ba
r
r
e
l

5 Ap
p
r
o
x
i
m
a
t
e

C
o
u
p
l
i
n
g

B
a
n
d
s
:
12 b
a
n
d
s
Ba
r
r
e
l

4 Ap
p
r
o
x
i
m
a
t
e

T
r
u
c
k
l
o
a
d
s
:
6 t
r
u
c
k
s
Ba
r
r
e
l

3 Co
n
s
t
r
u
c
t
i
o
n

Q
u
a
n
t
i
t
i
e
s
*
*
Ba
r
r
e
l

2 To
t
a
l

E
x
c
a
v
a
t
i
o
n
:
94 3

c
y
Ba
r
r
e
l

1 Po
r
o
u
s

S
t
o
n
e

B
a
c
k
f
i
l
l

F
o
r

S
t
o
r
a
g
e
:
10 5
8 c
y

s
t
o
n
e
Ba
c
k
f
i
l
l

t
o

G
r
a
d
e

E
x
c
l
u
d
i
n
g

S
t
o
n
e
:
-3
6 7

c
y

f
i
l
l
**
C
o
n
s
t
r
u
c
t
i
o
n

q
u
a
n
t
i
t
i
e
s

a
r
e

a
p
p
r
o
x
i
m
a
t
e

a
n
d

s
h
o
u
l
d

b
e

v
e
r
i
f
i
e
d

u
p
o
n

f
i
n
a
l

d
e
s
i
g
n
Nu
m
b
e
r

O
f

B
a
r
r
e
l
s

E
x
c
e
e
d

G
r
a
p
h

L
i
m
i
t
a
t
i
o
n
s
Pr
o
a
c
t
i
v
e

E
n
g
i
n
e
e
r
i
n
g
Pr
o
j
e
c
t

S
u
m
m
a
r
y
95 1
-
2 8
0 -
3 3
0 0
9/
2 0
/
2 0
1 8
Co
r
r
u
g
a
t
e
d

M
e
t
a
l

P
i
p
e

C
a
l
c
u
l
a
t
o
r
En
t
e
r

I
n
f
o
r
m
a
t
i
o
n

i
n
Bl
u
e

C
e
l
l
s
UP
L
A
N
D

P
R
O
J
E
C
T
Up
l
a
n
d

-

S
B

C
o
u
n
t
y
Pr
o
a
c
t
i
v
e

E
n
g
i
n
e
e
r
i
n
g
CA
To
t
a
l

S
t
o
r
a
g
e

P
r
o
v
i
d
e
d
:

Nu
m
b
e
r

o
f

B
a
r
r
e
l
s
:

In
v
e
r
t

D
e
p
t
h

B
e
l
o
w

A
s
p
h
a
l
t

(
f
t
)
:

Sy
s
t
e
m

L
a
y
o
u
t
10 4
10 4
0000000000
Ba
r
r
e
l

F
o
o
t
a
g
e

(
w
/
o

h
e
a
d
e
r
s
)
Fo
r

d
e
s
i
g
n

a
s
s
i
s
t
a
n
c
e
,

d
r
a
w
i
n
g
s
,
an
d

p
r
i
c
i
n
g

s
e
n
d

c
o
m
p
l
e
t
e
d

w
o
r
k
s
h
e
e
t

t
o
:
dy
o
d
s
@
c
o
n
t
e
c
h
-
c
p
i
.
c
o
m
©
2 0
0 7

C
O
N
T
E
C
H

S
t
o
r
m
w
a
t
e
r

S
o
l
u
t
i
o
n
s

Water Quality Management Plan (WQMP)
4-18

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): N/A 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 N/A DMA N/A
BMP Type N/A

DA N/A DMA N/A
BMP Type N/A

DA N/A DMA N/A
BMP Type N/A
(Use additional forms
for more BMPs)
2 Describe cistern or runoff detention facility N/A N/A N/A 3 Storage volume for proposed detention type (ft3)Volume of cistern

N/A N/A N/A
4 Landscaped area planned for use of harvested stormwater (ft2)

N/A N/A N/A
5 Average wet season daily irrigation demand (in/day)
Use local values, typical ~ 0.1 in/day

N/A N/A N/A
6 Daily water demand (ft3/day)Item 4 * (Item 5 / 12)N/A N/A N/A 7 Drawdown time (hrs) Copy Item 6 from Form 4.2-1 N/A N/A N/A 8Retention Volume (ft3)
Vretention = Minimum of (Item 3) or (Item 6 * (Item 7 / 24))

N/A N/A N/A
9 Total Retention Volume (ft3) from Harvest and Use BMPN/A 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. (DA 1, DA 2 & DA 3)

Water Quality Management Plan (WQMP)
4-19

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): 737 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.

Pathogens (Bacterial / Virus), Phosphorous, Nitrogen, Sediment, Metals, Oil and Grease, Trash/Debris, Pesticides / Herbicides, Organic Compounds and Oxygen Demanding
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): N/A 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): 737 Item 1 – Item 3
5 Remaining fraction of LID DCV for
sizing flow based biotreatment BMP:
100%Item 4 / Item 1
6 Flow-based biotreatment BMP capacity provided (cfs): 0.05 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)
4-20
Form 4.3-6 Volume Based Biotreatment (DA N/A) –
Bioretention and Planter Boxes with Underdrains
Biotreatment BMP Type
(Bioretention w/underdrain, planter box w/underdrain, other comparable BMP)
DA 0 DMA N/A
BMP Type N/A
DA 0 DMA N/A
BMP Type N/A
DA 0 DMA N/A
BMP Type N/A
(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

N/A N/A N/A
2 Amended soil infiltration rate Typical ~ 5.0 N/A N/A N/A 3 Amended soil infiltration safety factor Typical ~ 2.0 N/A N/A N/A 4 Amended soil design percolation rate (in/hr)Pdesign = Item 2 / Item 3

N/A N/A N/A
5 Ponded water drawdown time (hr)Copy Item 6 from Form 4.2-1 N/A N/A N/A 6 Maximum ponding depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details

N/A N/A N/A
7 Ponding Depth (ft)dBMP = Minimum of (1/12 * Item 4 * Item 5) or Item 6

N/A N/A N/A
8 Amended soil surface area (ft2)N/A N/A N/A
9 Amended soil depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details

N/A N/A N/A
10 Amended soil porosity,n N/A N/A N/A
11 Gravel depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details

N/A N/A N/A
12 Gravel porosity,n N/A N/A N/A
13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs N/A N/A N/A 14 Biotreated Volume (ft3)Vbiotreated = Item 8 * [(Item 7/2) + (Item 9 * Item 10) +(Item 11 * Item 12)+ (Item 13 * (Item 4 / 12))]

N/A N/A N/A
15 Total biotreated volume from bioretention and/or planter box with underdrains BMP: N/A Sum of Item 14 for all volume-based BMPs included in this form

Water Quality Management Plan (WQMP)
4-21
Form 4.3-7 Volume Based Biotreatment (DA N/A) –
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 N/A DMA N/A
BMP Type N/A

DA N/A DMA N/A
BMP Type N/A
(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

N/A N/A N/A N/A
2 Bottom width (ft)N/A N/A N/A N/A
3 Bottom length (ft)N/A N/A N/A N/A
4 Bottom area (ft 2)Abottom = Item 2 * Item 3 N/A N/A N/A N/A 5 Side slope (ft/ft)N/A N/A N/A N/A
6 Depth of storage (ft)N/A N/A N/A N/A
7 Water surface area (ft2)
Asurface =(Item 2 + (2 * Item 5 * Item 6)) * (Item 3 + (2 * Item 5 * Item 6))

N/A N/A N/A N/A
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]

N/A N/A N/A N/A
9 Drawdown Time (hrs) Copy Item 6 from Form 2.1 N/A N/A 10 Outflow rate (cfs) QBMP = (Item 8forebay + Item 8basin) / (Item 9 * 3600)N/A N/A 11 Duration of design storm event (hrs)N/A N/A
12 Biotreated Volume (ft3)
Vbiotreated = (Item 8forebay + Item 8basin) +( Item 10 * Item 11 * 3600)

N/A N/A
13 Total biotreated volume from constructed wetlands, extended dry detention, or extended wet detention : N/A (Sum of Item 12 for all BMP included in plan)

Water Quality Management Plan (WQMP)
4-22
Form 4.3-8 Flow Based Biotreatment (DA N/A)
Biotreatment BMP Type
Vegetated swale, vegetated filter strip, or other comparable proprietary BMP

DA N/A DMA N/A
BMP Type N/A

DA N/A DMA
N/A
BMP Type N/A

DA N/A DMA N/A
BMP Type N/A
(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

N/A N/A N/A
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

N/A N/A N/A
3 Bed slope (ft/ft)
BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details

N/A N/A N/A
4 Manning's roughness coefficient N/A N/A N/A
5 Bottom width (ft)
bw = (Form 4.3-5 Item 6 * Item 4) / (1.49 * Item 2^1.67 * Item 3^0.5)

N/A N/A N/A
6 Side Slope (ft/ft)
BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details

N/A N/A N/A
7 Cross sectional area (ft2)
A = (Item 5 * Item 2) + (Item 6 * Item 2 ^2)

N/A N/A N/A
8 Water quality flow velocity (ft/sec)
V = Form 4.3-5 Item 6 / Item 7

N/A N/A N/A
9 Hydraulic residence time (min)
Pollutant specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details

N/A N/A N/A
10 Length of flow based BMP (ft)
L = Item 8 * Item 9 * 60

N/A N/A N/A
11 Water surface area at water quality flow depth (ft2) SAtop = (Item 5 + (2 * Item 2 * Item 6)) * Item 10

N/A N/A N/A
SIZING CALCULATIONS FOR MODULAR WETLAND UNITS IN DRAINAGE AREAS 1 AND 2 ARE BASED ON FIGURE 5-2 NOMOGRAPH FROM THE SAN BERNARDINO TECHNICAL GUIDE DOCUMENT.

SEE CALCULATIONS ON NEXT PAGE.

DA 1 - MWS UNIT NO. 1
IMPERVIOUS AREAS IN DA 1 = 7,034 SF (0.16 ACRES)
FLOW CAPACITY REQ. =(0.137CFS/ACRE IMP. X 0.16 ACRES) FLOW CAPACITY REQ. = 0.02 CFS
THUS, USE MWS L-4-4 WITH A TREATMENT CAPACITY OF 0.05 CFS

0.137 CFS/ACRE

DA 3 - MWS UNIT NO. 2
IMPERVIOUS AREAS IN DA 3 = 27,794 SF (0.64 ACRES)
FLOW CAPACITY REQ. =(0.137CFS/ACRE IMP. X 0.64 ACRES) FLOW CAPACITY REQ. = 0.09 CFS
THUS, USE MWS L-4-8 WITH A TREATMENT CAPACITY OF 0.11 CFS

0.137 CFS/ACRE

US
E
D
,

MW
S

N
O
.

1 US
E
D
,

MW
S

N
O
.

2

Water Quality Management Plan (WQMP)
4-23

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): 737 Copy Item 7 in Form 4.2-1 2 On-site retention with site design hydrologic source control LID BMP (ft3): TBD Copy Item 30 in Form 4.3-2 3 On-site retention with LID infiltration BMP (ft3): 0 Copy Item 16 in Form 4.3-3 4 On-site retention with LID harvest and use BMP (ft3): N/A Copy Item 9 in Form 4.3-4 5 On-site biotreatment with volume based biotreatment BMP (ft3): N/A Copy Item 3 in Form 4.3-5 6 Flow capacity provided by flow based biotreatment BMP (cfs): 0.05 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

Form 4.3-9 Conformance Summary and Alternative
Compliance Volume Estimate (DA 2)
1 Total LID DCV for the Project DA 2 (ft3): 18,155 Copy Item 7 in Form 4.2-1 2 On-site retention with site design hydrologic source control LID BMP (ft3): N/A Copy Item 30 in Form 4.3-2 3 On-site retention with LID infiltration BMP (ft3): 18,217 Copy Item 16 in Form 4.3-3 4 On-site retention with LID harvest and use BMP (ft3): N/A Copy Item 9 in Form 4.3-4 5 On-site biotreatment with volume based biotreatment BMP (ft3): N/A Copy Item 3 in Form 4.3-5 6 Flow capacity provided by flow based biotreatment BMP (cfs): N/A 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

Form 4.3-9 Conformance Summary and Alternative
Compliance Volume Estimate (DA 3)
1 Total LID DCV for the Project DA 3 (ft3): 2,879 Copy Item 7 in Form 4.2-1 2 On-site retention with site design hydrologic source control LID BMP (ft3): TBD Copy Item 30 in Form 4.3-2 3 On-site retention with LID infiltration BMP (ft3): 0 Copy Item 16 in Form 4.3-3 4 On-site retention with LID harvest and use BMP (ft3): N/A Copy Item 9 in Form 4.3-4 5 On-site biotreatment with volume based biotreatment BMP (ft3): N/A Copy Item 3 in Form 4.3-5 6 Flow capacity provided by flow based biotreatment BMP (cfs): 0.11 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)
4-24

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)
4-25

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
MWS NO. 1

FRONTIER

COMMUNITIE
S

SEE ATTACHED BMP SHEET FOR DETAILS IN
APPENDIX C.

SEE ATTACHED

BMP SHEET FOR

DETAILS IN
APPENDIX C.

MWS NO. 2

FRONTIER

COMMUNITIE
S

SEE ATTACHED BMP SHEET FOR DETAILS IN
APPENDIX C.

SEE ATTACHED

BMP SHEET FOR

DETAILS IN
APPENDIX C.

CDS UNIT

FRONTIER

COMMUNITIE
S

SEE ATTACHED BMP SHEET FOR DETAILS IN
APPENDIX C.

SEE ATTACHED

BMP SHEET FOR

DETAILS IN
APPENDIX C.

UNDERGROUN
D

INFILTRATION
BASIN

FRONTIER

COMMUNITIE
S

SCHEDULE SEMIANNUAL INSPECTION FOR

THE BEGINNING AND END OF THE WET

SEASON FOR STANDING WATER, SLOPE

STABILITY, SEDIMENT ACCUMULATION,
TRASH AND DEBRIS.

REMOVE ACCUMULATED TRASH AND

DEBRIS IN THE BASIN DURING THE
SEMIANNUAL INSPECTIONS.

SEE ADDITIONAL MAINTANANCE

GUIDELINES IN ATTACHED BMP SHEET IN
APPENDIX C.

SEMIANNUAL

Water Quality Management Plan (WQMP)
5-2

CATCH BASINS
ANTI-

DUMPING

SIGNAGE

FRONTIER

COMMUNITIE
S
See attached BMP sheet for details in Appendix
C.

SEE ATTACHED

BMP SHEET FOR

DETAILS IN
APPENDIX C.

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

APPENDIX A

RAINFALL DATA

APPENDIX B

EXHIBIT A – DRAINAGE PLAN

w w w .p r o a c t i v e e n g i n e e r i n g .n e t
2 0 0 S O U T H M A I N S T S U I T E 3 0 0 C o r o n a , C A 9 2 8 8 1 9 5 1 2 8 0 3 3 0 0
LEGEND

EXHIBIT B – DRAINAGE AREA CALCULATIONS

www.proactiveengineering.net
200 SOUTH MAIN ST SUITE 300 Corona, CA 92881
951 280 3300
LEGEND

EXHIBIT C – DA SCHEMATIC

DRAINAGE AREA SCHEMATIC

EXHIBIT C
DA 1 DMA A
OUTLET
DA 2 DMA A
OUTLET
DA 3 DMA A
OUTLET

APPENDIX C

BMP DETAILS

CDS UNIT

CDS Guide
Operation, Design, Performance and Maintenance

ENGINEERED SOLUTIONS

2 CDS®
Using patented continuous deflective separation technology, the CDS system screens, separates and traps debris, sediment, and oil and grease from stormwater runoff. The indirect screening capability of the system allows for 100% removal of floatables and neutrally buoyant material without blinding. Flow and screening controls physically separate captured solids, and minimize the re-suspension and release of previously trapped pollutants. Inline units can treat up to 6 cfs, and internally bypass flows in excess of 50 cfs (1416 L/s). Available precast or cast-in- place, offline units can treat flows from 1 to 300 cfs (28.3 to 8495 L/s). The pollutant removal capacity of the CDS system has been proven in lab and field testing.

Operation Overview
Stormwater enters the diversion chamber where the diversion weir guides the flow into the unit’s separation chamber and pollutants are removed from the flow. All flows up to the system’s treatment design capacity enter the separation chamber and are treated.

Swirl concentration and screen deflection force floatables and solids to the center of the separation chamber where 100% of floatables and neutrally buoyant debris larger than the screen apertures are trapped.

Stormwater then moves through the separation screen, under the oil baffle and exits the system. The separation screen remains clog free due to continuous deflection.

During the flow events exceeding the treatment design capacity, the diversion weir bypasses excessive flows around the separation chamber, so captured pollutants are retained in the separation cylinder.

Design Basics
There are three primary methods of sizing a CDS system. The Water Quality Flow Rate Method determines which model size provides the desired removal efficiency at a given flow rate for a defined particle size. The Rational Rainfall Method™ or the and Probabilistic Method is used when a specific removal efficiency of the net annual sediment load is required.

Typically in the Unites States, CDS systems are designed to achieve an 80% annual solids load reduction based on lab generated performance curves for a gradation with an average particle size (d50) of 125 microns (μm). For some regulatory environments, CDS systems can also be designed to achieve an 80% annual solids load reduction based on an average particle size (d50) of 75 microns (μm) or 50 microns (μm).

Water Quality Flow Rate Method
In some cases, regulations require that a specific treatment rate, often referred to as the water quality design flow (WQQ), be treated. This WQQ represents the peak flow rate from either an event with a specific recurrence interval, e.g. the six-month storm, or a water quality depth, e.g. 1/2-inch (13 mm) of rainfall.

The CDS is designed to treat all flows up to the WQQ. At influent rates higher than the WQQ, the diversion weir will direct most flow exceeding the WQQ around the separation chamber. This allows removal efficiency to remain relatively constant in the separation chamber and eliminates the risk of washout during bypass flows regardless of influent flow rates.

Treatment flow rates are defined as the rate at which the CDS will remove a specific gradation of sediment at a specific removal efficiency. Therefore the treatment flow rate is variable, based on the gradation and removal efficiency specified by the design engineer.

Rational Rainfall Method™
Differences in local climate, topography and scale make every site hydraulically unique. It is important to take these factors into consideration when estimating the long-term performance of any stormwater treatment system. The Rational Rainfall Method combines site-specific information with laboratory generated performance data, and local historical precipitation records to estimate removal efficiencies as accurately as possible.

Short duration rain gauge records from across the United States and Canada were analyzed to determine the percent of the total annual rainfall that fell at a range of intensities. US stations’ depths were totaled every 15 minutes, or hourly, and recorded in

0.01-inch increments. Depths were recorded hourly with 1-mm resolution at Canadian stations. One trend was consistent at all sites; the vast majority of precipitation fell at low intensities and high intensity storms contributed relatively little to the total annual depth.

These intensities, along with the total drainage area and runoff coefficient for each specific site, are translated into flow rates using the Rational Rainfall Method. Since most sites are relatively small and highly impervious, the Rational Rainfall Method is appropriate. Based on the runoff flow rates calculated for each intensity, operating rates within a proposed CDS system are

GRATE INLET
(CAST IRON HOOD FOR

CURB INLET OPENING)

CREST OF BYPASS WEIR
(ONE EACH SIDE)
INLET
(MULTIPLE PIPES POSSIBLE)

OIL BAFFLE

SUMP STORAGESEPARATION SLAB

TREATMENT SCREEN
OUTLET

INLET FLUME

SEPARATION CYLINDER

CLEAN OUT
(REQUIRED)
DEFLECTION PAN, 3 SIDED
(GRATE INLET DESIGN)

3 determined. Performance efficiency curve determined from full scale laboratory tests on defined sediment PSDs is applied to calculate solids removal efficiency. The relative removal efficiency at each operating rate is added to produce a net annual pollutant removal efficiency estimate.

Probabilistic Rational Method
The Probabilistic Rational Method is a sizing program Contech developed to estimate a net annual sediment load reduction for a particular CDS model based on site size, site runoff coefficient, regional rainfall intensity distribution, and anticipated pollutant characteristics.

The Probabilistic Method is an extension of the Rational Method used to estimate peak discharge rates generated by storm events of varying statistical return frequencies (e.g. 2-year storm event).

Under the Rational Method, an adjustment factor is used to adjust the runoff coefficient estimated for the 10-year event, correlating a known hydrologic parameter with the target storm event. The rainfall intensities vary depending on the return frequency of the storm event under consideration. In general, these two frequency dependent parameters (rainfall intensity and runoff coefficient) increase as the return frequency increases while the drainage area remains constant.

These intensities, along with the total drainage area and runoff coefficient for each specific site, are translated into flow rates using the Rational Method. Since most sites are relatively small and highly impervious, the Rational Method is appropriate. Based on the runoff flow rates calculated for each intensity, operating rates within a proposed CDS are determined. Performance efficiency curve on defined sediment PSDs is applied to calculate solids removal efficiency. The relative removal efficiency at each operating rate is added to produce a net annual pollutant removal efficiency estimate.

Treatment Flow Rate
The inlet throat area is sized to ensure that the WQQ passes through the separation chamber at a water surface elevation equal to the crest of the diversion weir. The diversion weir bypasses excessive flows around the separation chamber, thus preventing re-suspension or re-entrainment of previously captured particles.

Hydraulic Capacity
The hydraulic capacity of a CDS system is determined by the length and height of the diversion weir and by the maximum allowable head in the system. Typical configurations allow hydraulic capacities of up to ten times the treatment flow rate.

The crest of the diversion weir may be lowered and the inlet throat may be widened to increase the capacity of the system at a given water surface elevation. The unit is designed to meet project specific hydraulic requirements.

Performance
Full-Scale Laboratory Test Results
A full-scale CDS system (Model CDS2020-5B) was tested at the facility of University of Florida, Gainesville, FL. This CDS unit was evaluated under controlled laboratory conditions of influent flow rate and addition of sediment.

Two different gradations of silica sand material (UF Sediment & OK-110) were used in the CDS performance evaluation. The particle size distributions (PSDs) of the test materials were analyzed using standard method “Gradation ASTM D-422
“Standard Test Method for Particle-Size Analysis of Soils” by a certified laboratory.

UF Sediment is a mixture of three different products produced by the U.S. Silica Company: “Sil-Co-Sil 106”, “#1 DRY” and “20/40 Oil Frac”. Particle size distribution analysis shows that the UF Sediment has a very fine gradation (d50 = 20 to 30 μm) covering a wide size range (Coefficient of Uniformity, C averaged at 10.6). In comparison with the hypothetical TSS gradation specified in the NJDEP (New Jersey Department of Environmental Protection) and NJCAT (New Jersey Corporation for Advanced Technology) protocol for lab testing, the UF Sediment covers a similar range of particle size but with a finer d50 (d50 for NJDEP is approximately 50 μm) (NJDEP, 2003).

The OK-110 silica sand is a commercial product of U.S. Silica Sand. The particle size distribution analysis of this material, also included in Figure 1, shows that 99.9% of the OK-110 sand is finer than 250 microns, with a mean particle size (d50) of 106 microns. The PSDs for the test material are shown in Figure 1.

Figure 1. Particle size distributions
Tests were conducted to quantify the performance of a specific CDS unit (1.1 cfs (31.3-L/s) design capacity) at various flow rates, ranging from 1% up to 125% of the treatment design capacity of the unit, using the 2400 micron screen. All tests were conducted with controlled influent concentrations of approximately 200 mg/L. Effluent samples were taken at equal time intervals across the entire duration of each test run. These samples were then processed with a Dekaport Cone sample splitter to obtain representative sub-samples for Suspended Sediment Concentration (SSC) testing using ASTM D3977-97 “Standard Test Methods for Determining Sediment Concentration in Water Samples”, and particle size distribution analysis.

Results and Modeling
Based on the data from the University of Florida, a performance model was developed for the CDS system. A regression analysis was used to develop a fitting curve representative of the scattered data points at various design flow rates. This model, which demonstrated good agreement with the laboratory data, can then be used to predict CDS system performance with respect

4 to SSC removal for any particle size gradation, assuming the particles are inorganic sandy-silt. Figure 2 shows CDS predictive performance for two typical particle size gradations (NJCAT gradation and OK-110 sand) as a function of operating rate.

Figure 2. CDS stormwater treatment predictive performance for various particle gradations as a function of operating rate.

Many regulatory jurisdictions set a performance standard for hydrodynamic devices by stating that the devices shall be capable of achieving an 80% removal efficiency for particles having a mean particle size (d50) of 125 microns (e.g. Washington State Department of Ecology — WASDOE - 2008). The model can
be used to calculate the expected performance of such a PSD (shown in Figure 3). The model indicates (Figure 4) that the CDS system with 2400 micron screen achieves approximately 80% removal at the design (100%) flow rate, for this particle size distribution (d50 = 125 μm).

Figure 3. WASDOE PSD
Figure 4. Modeled performance for WASDOE PSD.

Maintenance
The CDS system should be inspected at regular intervals and maintained when necessary to ensure optimum performance.

The rate at which the system collects pollutants will depend more heavily on site activities than the size of the unit. For example, unstable soils or heavy winter sanding will cause the grit chamber to fill more quickly but regular sweeping of paved surfaces will slow accumulation.

Inspection
Inspection is the key to effective maintenance and is easily performed. Pollutant transport and deposition may vary from year to year and regular inspections will help ensure that the system is cleaned out at the appropriate time. At a minimum, inspections should be performed twice per year (e.g. spring and fall) however more frequent inspections may be necessary in climates where winter sanding operations may lead to rapid accumulations, or in equipment washdown areas. Installations should also be inspected more frequently where excessive amounts of trash are expected.

The visual inspection should ascertain that the system
components are in working order and that there are no
blockages or obstructions in the inlet and separation screen.

The inspection should also quantify the accumulation of hydrocarbons, trash, and sediment in the system. Measuring pollutant accumulation can be done with a calibrated dipstick, tape measure or other measuring instrument. If absorbent material is used for enhanced removal of hydrocarbons, the level of discoloration of the sorbent material should also be identified

5 during inspection. It is useful and often required as part of an operating permit to keep a record of each inspection. A simple form for doing so is provided.

Access to the CDS unit is typically achieved through two manhole access covers. One opening allows for inspection and cleanout of the separation chamber (cylinder and screen) and isolated sump. The other allows for inspection and cleanout of sediment captured and retained outside the screen. For deep units, a single manhole access point would allows both sump cleanout and access outside the screen.

The CDS system should be cleaned when the level of sediment has reached 75% of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated.

If absorbent material is used, it should be replaced when significant discoloration has occurred. Performance will not be impacted until 100% of the sump capacity is exceeded however it is recommended that the system be cleaned prior to that for easier removal of sediment. The level of sediment is easily determined by measuring from finished grade down to the top of the sediment pile. To avoid underestimating the level of sediment in the chamber, the measuring device must be lowered to the top of the sediment pile carefully. Particles at the top of the pile typically offer less resistance to the end of the rod than consolidated particles toward the bottom of the pile. Once this measurement is recorded, it should be compared to the as-built drawing for the unit to determine weather the height of the sediment pile off the bottom of the sump floor exceeds 75% of the total height of isolated sump.

Cleaning
Cleaning of a CDS systems should be done during dry weather conditions when no flow is entering the system. The use of a vacuum truck is generally the most effective and convenient method of removing pollutants from the system. Simply remove the manhole covers and insert the vacuum hose into the sump.

The system should be completely drained down and the sump fully evacuated of sediment. The area outside the screen should also be cleaned out if pollutant build-up exists in this area.

In installations where the risk of petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment.

However, the system should be cleaned out immediately in the event of an oil or gasoline spill. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured. To remove these pollutants, it may be preferable to use absorbent pads since they are usually less expensive to dispose than the oil/water emulsion that may be created by vacuuming the oily layer. Trash and debris can be netted out to separate it from the other pollutants. The screen should be cleaned to ensure it is free of trash and debris.

Manhole covers should be securely seated following cleaning activities to prevent leakage of runoff into the system from above and also to ensure that proper safety precautions have been followed. Confined space entry procedures need to be followed if physical access is required. Disposal of all material removed from the CDS system should be done in accordance with local regulations. In many jurisdictions, disposal of the sediments may be handled in the same manner as the disposal of sediments removed from catch basins or deep sump manholes. Check your local regulations for specific requirements on disposal.

6 Note: To avoid underestimating the volume of sediment in the chamber, carefully lower the measuring device to the top of the sediment pile. Finer silty particles at the top of the pile may be more difficult to feel with a measuring stick. These finer particles typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile.

CDS Model
Diameter Distance from Water Surface
to Top of Sediment Pile Sediment Storage Capacity
ft m ft m y3 m3
CDS1515 3 0.9 3.0 0.9 0.5 0.4
CDS2015 4 1.2 3.0 0.9 0.9 0.7
CDS2015 5 1.5 3.0 0.9 1.3 1.0
CDS2020 5 1.5 3.5 1.1 1.3 1.0
CDS2025 5 1.5 4.0 1.2 1.3 1.0
CDS3020 6 1.8 4.0 1.2 2.1 1.6
CDS3025 6 1.8 4.0 1.2 2.1 1.6
CDS3030 6 1.8 4.6 1.4 2.1 1.6
CDS3035 6 1.8 5.0 1.5 2.1 1.6
CDS4030 8 2.4 4.6 1.4 5.6 4.3
CDS4040 8 2.4 5.7 1.7 5.6 4.3
CDS4045 8 2.4 6.2 1.9 5.6 4.3
CDS5640 10 3.0 6.3 1.9 8.7 6.7
CDS5653 10 3.0 7.7 2.3 8.7 6.7
CDS5668 10 3.0 9.3 2.8 8.7 6.7
CDS5678 10 3.0 10.3 3.1 8.7 6.7
Table 1: CDS Maintenance Indicators and Sediment Storage Capacities

7 CDS Inspection & Maintenance Log
CDS Model: Location:

Water Floatable Describe Maintenance
Date depth to Layer Maintenance Personnel Comments
sediment1 Thickness2 Performed
—————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— ——————————————————————————————————————————————————————————

1. The water depth to sediment is determined by taking two measurements with a stadia rod: one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than the values listed in table 1 the system should be cleaned out. Note: to avoid underestimating the volume of sediment in the chamber, the measuring device must be carefully lowered to the top of the sediment pile.

2. For optimum performance, the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness. In the event of an oil spill, the system should be cleaned immediately.Page 2326 of 3744

SUPPORT
• Drawings and specifications are available at www.ContechES.com . • Site-specific design support is available from our engineers. ©2017 Contech Engineered Solutions LLC, a QUIKRETE Company Contech Engineered Solutions provides site solutions for the civil engineering industry. Contech’s portfolio includes bridges, drainage, sanitary sewer, earth stabilization and stormwater treatment products. For information on other Contech division offerings, visit www.ContechES.com or call 800.338.1122
NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION.

The product(s) described may be protected by one or more of the following US patents: 5,322,629; 5,624,576; 5,707,527; 5,759,415; 5,788,848; 5,985,157; 6,027,639; 6,350,374; 6,406,218; 6,641,720; 6,511,595; 6,649,048; 6,991,114; 6,998,038; 7,186,058; 7,296,692; 7,297,266; related foreign patents or other patents pending. 800-338-1122
www.ContechES.com
cds_manual 3/17 PDF

ENGINEERED SOLUTIONS

CMP UNDERGROUND PIPE

Underground stormwater detention and infiltration systems must be inspected and maintained at regular intervals for purposes of performance and longevity.

Inspection
Inspection is the key to effective maintenance of CMP detention systems and is easily performed. Contech recommends ongoing, quarterly inspections. The rate at which the system collects pollutants will depend more on site specific activities rather than the size or configuration of the system.

Inspections should be performed more often in equipment washdown areas, in climates where sanding and/or salting operations take place, and in other various instances in which one would expect higher accumulations of sediment or abrasive/corrosive conditions. A record of each inspection is to be maintained for the life of the system.

Maintenance
CMP detention systems should be cleaned when an inspection reveals accumulated sediment or trash is clogging the discharge orifice.

Accumulated sediment and trash can typically be evacuated through the manhole over the outlet orifice. If maintenance is not performed as recommended, sediment and trash may accumulate in front of the outlet orifice. Manhole covers should be securely seated following cleaning activities. Contech suggests that all systems be designed with an access/inspection manhole situated at or near the inlet and the outlet orifice. Should it be necessary to get inside the system to perform maintenance activities, all appropriate precautions regarding confined space entry and OSHA regulations should be followed.

Systems are to be rinsed, including above the spring line, annually soon after the spring thaw, and after any additional use of salting agents, as part of the maintenance program for all systems where salting agents may accumulate inside the pipe.

Maintaining an underground detention or infiltration system is easiest when there is no flow entering the system. For this reason, it is a good idea to schedule the cleanout during dry weather.

The foregoing inspection and maintenance efforts help ensure underground pipe systems used for stormwater storage continue to function as intended by identifying recommended regular inspection and maintenance practices. Inspection and maintenance related to the structural integrity of the pipe or the soundness of pipe joint connections is beyond the scope of this guide.

Contech® CMP Detention Inspection and Maintenance Guide CMP MAINTENANCE GUIDE 2/17 PDF
© 2017 Contech Engineered Solutions LLC
All rights reserved. Printed in USA.

ENGINEERED SOLUTIONS
NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS

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

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

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

CMP DETENTION SYSTEMS

MODULAR WETLAND SYSTEM
(MWS)

TECHNICAL SPECIFICATIONS

MWS Linear
Advanced Stormwater Biofiltration

Contents
1 Introduction
2 Applications
3 Configurations
4 Advantages
5 Operation
6 Orientations | Bypass
7 Performance | Approvals
8 Sizing
9 Installation | Maintenance | Plants

www.ModularWetlands.com
The Urban Impact
For hundreds of years natural wetlands surrounding our shores have played an integral role as nature’s stormwater treatment system. But as our cities grow and develop, these natural wetlands have perished under countless roads, rooftops, and
parking lots.

Plant A Wetland
Without natural wetlands our cities are deprived of water purification, flood control, and land stability. Modular Wetlands and the MWS Linear re-establish nature’s presence and rejuvenate water ways in urban areas.

MWS Linear
The Modular Wetland System Linear represents a pioneering breakthrough in stormwater technology as the only biofiltration system to utilize patented horizontal flow, allowing for a smaller footprint and higher treatment capacity. While most biofilters use little or no pre- treatment, the MWS Linear incorporates an advanced pre-treatment chamber that includes separation and pre-filter cartridges. In this chamber sediment and hydrocarbons are removed from runoff before it enters the biofiltration chamber, in turn reducing maintenance costs and improving performance.

Parking Lots
Parking lots are designed to maximize space and
the MWS Linear’s 4 ft. standard planter width
allows for easy integration into parking lot islands
and other landscape medians.

Mixed Use
The MWS Linear can be installed as a raised
planter to treat runoff from rooftops or patios,
making it perfect for sustainable “live-work”
spaces.

Industrial
Many states enforce strict regulations for
discharges from industrial sites. The MWS Linear
has helped various sites meet difficult EPA
mandated effluent limits for dissolved metals and
other pollutants.

Residential
Low to high density developments can benefit
from the versatile design of the MWS Linear.

The system can be used in both decentralized
LID design and cost-effective end-of-the-line
configurations.

Streets
Street applications can be challenging due to
limited space. The MWS Linear is very adaptable,
and offers the smallest footprint to work around
the constraints of existing utilities on retrofit
projects.

Commercial
Compared to bioretention systems, the MWS Linear
can treat far more area in less space - meeting
treatment and volume control requirements.

Applications
The MWS Linear has been successfully used on numerous new construction and retrofit projects. The system’s superior versatility makes it beneficial for a wide range of stormwater and waste water applications - treating rooftops, streetscapes, parking lots, and industrial sites.

More applications are available on our website: www.ModularWetlands.com/Applications • Agriculture
• Reuse
• Low Impact Development
• Waste Water Page 2334 of 3744

www.ModularWetlands.com | Page 3
Configurations
The MWS Linear is the preferred biofiltration system of Civil Engineers across the country due to its versatile design. This highly versatile system has available “pipe-in” options on most models, along with built-in curb or grated inlets for simple integration into your stormdrain design.

Curb Type
The Curb Type configuration accepts sheet flow through a curb opening and is commonly used along road ways and parking lots. It can be used in sump or flow by conditions. Length of curb opening varies based on model and size.

Grate Type
The Grate Type configuration offers the same features and benefits as the Curb Type but with a grated/drop inlet above the systems pre-treatment chamber.

It has the added benefit of allowing for pedestrian access over the inlet. ADA compliant grates are available to assure easy and safe access. The Grate Type can also be used in scenarios where runoff needs to be intercepted on both sides of landscape islands.

Downspout Type
The Downspout Type is a variation of the Vault Type and is designed to accept a vertical downspout pipe from roof top and podium areas. Some models have the option of utilizing an internal bypass, simplifying the overall design. The system can be installed as a raised planter and the exterior can be stuccoed or covered with other finishes to match the look of adjacent buildings.

Vault Type
The system’s patented horizontal flow biofilter is able to accept inflow pipes directly into the pre-treatment chamber, meaning the MWS Linear can be used in end-of-the-line installations. This greatly improves feasibility over typical decentralized designs that are required with other biofiltration/bioretention systems. Another benefit of the “pipe in” design is the ability to install the system downstream of underground detention systems to meet water quality volume requirements.

Cartridge Housing
Pre-filter Cartridge
Curb Inlet
Individual Media Filters
Advantages & Operation
The MWS Linear is the most efficient and versatile biofiltration system on the market, and the only system with horizontal flow which improves performance, reduces footprint, and minimizes maintenance. Figure-1 and Figure-2 illustrate the invaluable benefits of horizontal flow and the multiple treatment stages. • Horizontal Flow Biofiltration
• Greater Filter Surface Area
• Pre-Treatment Chamber
• Patented Perimeter Void Area
• Flow Control
• No Depressed Planter Area
Separation
• Trash, sediment, and debris are separated before
entering the pre-filter cartridges
• Designed for easy maintenance access
Pre-Filter Cartridges
• Over 25 ft2 of surface area per cartridge
• Utilizes BioMediaGREEN filter material
• Removes over 80% of TSS & 90% of hydrocarbons
• Prevents pollutants that cause clogging from
migrating to the biofiltration chamber
Pre-Treatment1
1 2
Drain-Down Line
1 2Vertical Underdrain
Manifold
Featured Advantages

www.ModularWetlands.com | Page 5
Fig. 1
Horizontal Flow
• Less clogging than downward flow biofilters
• Water flow is subsurface
• Improves biological filtration
Patented Perimeter Void Area
• Vertically extends void area between the walls
and the WetlandMEDIA on all four sides.
• Maximizes surface area of the media for higher
treatment capacity
WetlandMEDIA
• Contains no organics and removes phosphorus
• Greater surface area and 48% void space
• Maximum evapotranspiration
• High ion exchange capacity and light weight
Flow Control
• Orifice plate controls flow of water through
WetlandMEDIA to a level lower than the
media’s capacity.
• Extends the life of the media and improves
performance
Drain-Down Filter
• The Drain-Down is an optional feature that
completely drains the pre-treatment
chamber
• Water that drains from the pre-treatment
chamber between storm events will be
treated
2x to 3x More Surface Area Than Traditional Downward Flow Bioretention Systems.Fig. 2 - Top View Biofiltration2
Discharge3
Perimeter Voi
d

A
r
e
a
3 4
3Flow Control Riser
Drain-Down Line
Outlet Pipe Page 2337 of 3744

Orientations
Bypass
Internal Bypass Weir (Side-by-Side Only)
The Side-By-Side orientation places the pre-
treatment and discharge chambers adjacent to
one another allowing for integration of internal
bypass. The wall between these chambers can act
as a bypass weir when flows exceed the system’s
treatment capacity, thus allowing bypass from the
pre-treatment chamber directly to the discharge
chamber.

External Diversion Weir Structure
This traditional offline diversion method can be
used with the MWS Linear in scenarios where runoff
is being piped to the system. These simple and
effective structures are generally configured with
two outflow pipes. The first is a smaller pipe on the
upstream side of the diversion weir - to divert low
flows over to the MWS Linear for treatment. The
second is the main pipe that receives water once the
system has exceeded treatment capacity and water
flows over the weir.

Flow By Design
This method is one in which the system is placed
just upstream of a standard curb or grate inlet to
intercept the first flush. Higher flows simply pass
by the MWS Linear and into the standard inlet
downstream.

End-To-End
The End-To-End orientation places the pre-treatment
and discharge chambers on opposite ends of the
biofiltration chamber therefore minimizing the
width of the system to 5 ft (outside dimension). This
orientation is perfect for linear projects and street
retrofits where existing utilities and sidewalks limit
the amount of space available for installation. One
limitation of this orientation is bypass must be
external.

Side-By-Side
The Side-By-Side orientation places the pre-
treatment and discharge chamber adjacent to one
another with the biofiltration chamber running
parallel on either side. This minimizes the system
length, providing a highly compact footprint. It has
been proven useful in situations such as streets with
directly adjacent sidewalks, as half of the system can
be placed under that sidewalk. This orientation also
offers internal bypass options as discussed below.

This simple yet innovative diversion trough can be
installed in existing or new curb and grate inlets to
divert the first flush to the MWS Linear via pipe. It
works similar to a rain gutter and is installed just
below the opening into the inlet. It captures the
low flows and channels them over to a connecting
pipe exiting out the wall of the inlet and leading
to the MWS Linear. The DVERT is perfect for retrofit
and green street applications that allows the MWS
Linear to be installed anywhere space is available.

DVERT Low Flow Diversion
DVERT Trough

www.ModularWetlands.com | Page 7
Rhode Island DEM Approved
Approved as an authorized BMP and noted to achieve the following minimum removal efficiencies: 85% TSS, 60% Pathogens, 30% Total Phosphorus, and 30% Total Nitrogen.

MASTEP Evaluation
The University of Massachusetts at Amherst – Water Resources Research Center, issued a technical evaluation report noting removal rates up to 84% TSS, 70% Total Phosphorus,

68.5% Total Zinc, and more.

Maryland Department Of The Environment Approved
Granted ESD (Environmental Site Design) status for new construction, redevelopment and retrofitting when designed in accordance with the Design Manual.

Washington State TAPE Approved
The MWS Linear is approved for General Use Level Designation (GULD) for Basic, Enhanced, and Phosphorus treatment at 1 gpm/ft2 loading rate. The highest performing BMP on the market for all main pollutant categories.

Approvals
The MWS Linear has successfully met years of challenging technical reviews and testing from some of the most prestigious and demanding agencies in the nation, and perhaps the world.

DEQ Assignment
The Virginia Department of Environmental Quality assigned the MWS Linear, the highest phosphorus removal rating for manufactured treatment devices to meet the new Virginia Stormwater Management Program (VSMP) Technical Criteria.

VA
TSS Total
Phosphorus
Ortho
Phosphorus Nitrogen Dissolved Zinc Dissolved
Copper Total Zinc Total
Copper Motor Oil
85%64%67%45%66%38%69%50%95%
Performance
The MWS Linear continues to outperform other treatment methods with superior pollutant removal for TSS, heavy metals, nutrients, hydrocarbons and bacteria. Since 2007 the MWS Linear has been field tested on numerous sites across the country. With it’s advanced pre-treatment chamber and innovative horizontal flow biofilter, the system is able to effectively remove pollutants through a combination of physical, chemical, and biological filtration processes. With the same biological processes found in natural wetlands, the MWS Linear harnesses natures ability to process, transform, and remove even the most harmful pollutants.

Treatment Flow Sizing Table
Model #Dimensions WetlandMedia
Surface Area
Treatment Flow
Rate (cfs)
MWS-L-4-4 4’ x 4’23 ft2 0.052
MWS-L-4-6 4’ x 6’32 ft2 0.073
MWS-L-4-8 4’ x 8’50 ft2 0.115
MWS-L-4-13 4’ x 13’63 ft2 0.144
MWS-L-4-15 4’ x 15’76 ft2 0.175
MWS-L-4-17 4’ x 17’90 ft2 0.206
MWS-L-4-19 4’ x 19’103 ft2 0.237
MWS-L-4-21 4’ x 21’117 ft2 0.268
MWS-L-8-8 8’ x 8’100 ft2 0.230
MWS-L-8-12 8’ x 12’151 ft2 0.346
MWS-L-8-16 8’ x 16’201 ft2 0.462
Flow Based Sizing
The MWS Linear can be used in stand alone applications
to meet treatment flow requirements. Since the MWS
Linear is the only biofiltration system that can accept inflow pipes several feet below the surface it can be
used not only in decentralized design applications but
also as a large central end-of-the-line application for maximum feasibility.

Volume Based Sizing
Many states require treatment of a water quality volume and do not offer the option of flow based design. The MWS Linear and its unique horizontal flow makes it the only biofilter that can be used in volume based design installed downstream of ponds, detention basins, and underground storage systems.

Treatment Volume Sizing Table
Model #Treatment Capacity (cu. ft.)
@ 24-Hour Drain Down
Treatment Capacity (cu. ft.)
@ 48-Hour Drain Down
MWS-L-4-4 1140 2280
MWS-L-4-6 1600 3200
MWS-L-4-8 2518 5036
MWS-L-4-13 3131 6261
MWS-L-4-15 3811 7623
MWS-L-4-17 4492 8984
MWS-L-4-19 5172 10345
MWS-L-4-21 5853 11706
MWS-L-8-8 5036 10072
MWS-L-8-12 7554 15109
MWS-L-8-16 10073 20145 Page 2340 of 3744

www.ModularWetlands.com | Page 9
Installation
The MWS Linear is simple, easy to install, and has a space efficient design that offers lower excavation and installation costs compared to traditional tree-box type systems. The structure of the system resembles pre- cast catch basin or utility vaults and is installed in a similar fashion.

The system is delivered fully assembled for quick
installation. Generally, the structure can be unloaded and set in place in 15 minutes. Our experienced
team of field technicians are available to supervise
installations and provide technical support.

Plant Selection
Abundant plants, trees, and grasses bring value and an aesthetic benefit to any urban setting, but those in the MWS Linear do even more - they increase pollutant removal. What’s not seen, but very important, is that below grade the stormwater runoff/flow is being subjected to nature’s secret weapon: a dynamic physical, chemical, and biological process working to break down and remove non-point source pollutants. The flow rate is controlled in the MWS Linear, giving the plants more “contact time” so that pollutants are more successfully decomposed, volatilized and incorporated into the biomass of The MWS Linear’s micro/macro flora and fauna.

A wide range of plants are suitable for use in the MWS Linear, but selections vary by location and climate. View suitable plants by selecting the list relative to your project location’s hardy zone.

Please visit www.ModularWetlands.com/Plants for more information and various plant lists.

Maintenance
Reduce your maintenance costs, man hours, and materials with the MWS Linear. Unlike other biofiltration systems that provide no pre-treatment, the MWS Linear is a self-contained treatment train which incorporates simple and effective pre-treatment.

Maintenance requirements for the biofilter itself are almost completely eliminated, as the pre-treatment chamber removes and isolates trash, sediments, and hydrocarbons. What’s left is the simple maintenance of an easily accessible pre-treatment chamber that can be cleaned by hand or with a standard vac truck. Only periodic replacement of low-cost media in the pre-filter cartridges is required for long term operation and there is absolutely no need to replace expensive biofiltration media.

© Modular Wetland Systems, Inc.
www.ModularWetlands.com | (855) 5MOD-WET | [email protected]

www.modularwetlands.com

Maintenance Guidelines for
Modular Wetland System - Linear

Maintenance Summary

o Remove Trash from Screening Device – average maintenance interval is 6 to 12 months.  (5 minute average service time).
o Remove Sediment from Separation Chamber – average maintenance interval is 12 to 24 months.  (10 minute average service time).
o Replace Cartridge Filter Media – average maintenance interval 12 to 24 months.  (10-15 minute per cartridge average service time).
o Replace Drain Down Filter Media – average maintenance interval is 12 to 24 months.  (5 minute average service time).
o Trim Vegetation – average maintenance interval is 6 to 12 months.  (Service time varies).

System Diagram

Access to screening device, separation
chamber and cartridge filter
Access to drain
down filter
Pre-Treatment
Chamber
Biofiltration Chamber
Discharge
Chamber
Outflow
Pipe
Inflow Pipe
(optional)

www.modularwetlands.com

Maintenance Procedures

Screening Device

1. Remove grate or manhole cover to gain access to the screening device in the Pre- Treatment Chamber. Vault type units do not have screening device. Maintenance can be performed without entry.

2. Remove all pollutants collected by the screening device. Removal can be done manually or with the use of a vacuum truck. The hose of the vacuum truck will not damage the screening device.

3. Screening device can easily be removed from the Pre-Treatment Chamber to gain access to separation chamber and media filters below. Replace grate or manhole cover when completed.

Separation Chamber

1. Perform maintenance procedures of screening device listed above before maintaining the separation chamber.

2. With a pressure washer spray down pollutants accumulated on walls and cartridge filters.

3. Vacuum out Separation Chamber and remove all accumulated pollutants. Replace screening device, grate or manhole cover when completed.

Cartridge Filters

1. Perform maintenance procedures on screening device and separation chamber before maintaining cartridge filters.

2. Enter separation chamber.

3. Unscrew the two bolts holding the lid on each cartridge filter and remove lid.

4. Remove each of 4 to 8 media cages holding the media in place.

5. Spray down the cartridge filter to remove any accumulated pollutants.

6. Vacuum out old media and accumulated pollutants.

7. Reinstall media cages and fill with new media from manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase.

8. Replace the lid and tighten down bolts. Replace screening device, grate or manhole cover when completed.

Drain Down Filter

1. Remove hatch or manhole cover over discharge chamber and enter chamber.

2. Unlock and lift drain down filter housing and remove old media block. Replace with new media block. Lower drain down filter housing and lock into place.

3. Exit chamber and replace hatch or manhole cover.

www.modularwetlands.com

Maintenance Notes

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

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

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

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

5. No fertilizer shall be used in the Biofiltration Chamber.

6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may require irrigation.

www.modularwetlands.com

Maintenance Procedure Illustration

Screening Device

The screening device is located directly
under the manhole or grate over the
Pre-Treatment Chamber. It’s mounted
directly underneath for easy access
and cleaning. Device can be cleaned by
hand or with a vacuum truck.

Separation Chamber

The separation chamber is located
directly beneath the screening device.

It can be quickly cleaned using a
vacuum truck or by hand. A pressure
washer is useful to assist in the
cleaning process.

www.modularwetlands.com

Cartridge Filters

The cartridge filters are located in the
Pre-Treatment chamber connected to
the wall adjacent to the biofiltration
chamber. The cartridges have
removable tops to access the
individual media filters. Once the
cartridge is open media can be
easily removed and replaced by hand
or a vacuum truck.

Drain Down Filter

The drain down filter is located in the
Discharge Chamber. The drain filter
unlocks from the wall mount and hinges
up. Remove filter block and replace with
new block.

www.modularwetlands.com

Trim Vegetation

Vegetation should be maintained in the
same manner as surrounding vegetation
and trimmed as needed. No fertilizer shall
be used on the plants. Irrigation
per the recommendation of the
manufacturer and or landscape
architect. Different types of vegetation
requires different amounts of
irrigation.

www.modularwetlands.com

Inspection Form

Modular Wetland System, Inc.

P. 760.433-7640
F. 760-433-3176
E. [email protected]

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

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

Other Inspection Items:

Storm Event in Last 72-hours? No Yes Type of Inspection Routine Follow Up Complaint Storm Office personnel to complete section to
the left.
2972 San Luis Rey Road, Oceanside, CA 92058 P (760) 433-7640 F (760) 433-3176 Inspection Report
Modular Wetlands System

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

Chamber:

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

Working Condition:

Is there evidence of illicit discharge or excessive oil, grease, or other automobile fluids entering and clogging the unit?
Is there standing water in inappropriate areas after a dry period? Damage to pre-treatment access cover (manhole cover/grate) or cannot be opened using normal lifting pressure?
Damage to discharge chamber access cover (manhole cover/grate) or cannot be opened using normal lifting pressure?
Does the MWS unit show signs of structural deterioration (cracks in the wall, damage to frame)? Project Name
Project Address
Inspection Checklist
CommentsNo
Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe, bypass or cartridge filter? If yes, specify which one in the comments section. Note depth of accumulation in in pre-treatment chamber.

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

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

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

www.modularwetlands.com

Maintenance Report

Modular Wetland System, Inc.

P. 760.433-7640
F. 760-433-3176
E. [email protected]

For Office Use Only
(city) (Zip Code)(Reviewed By)
Owner / Management Company
(Date)
Contact Phone ( )_
Inspector Name Date / / Time AM / PM Weather Condition Additional Notes
Site
Map #
Comments:
2972 San Luis Rey Road, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 Inlet and Outlet
Pipe Condition
Drain Down Pipe
Condition
Discharge Chamber
Condition
Drain Down Media
Condition
Plant Condition
Media Filter
Condition
Long:

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

Project Address
Project Name
Cleaning and Maintenance Report
Modular Wetlands System

BMP EDUCATIONAL MATERIAL

For more information about how you can prevent stormwater pollution:
www.sbcountystormwater.org

For more information about how you can prevent stormwater pollution:
www.sbcountystormwater.org

To report illegal dumping or for more information
on stormwater pollution prevention, call:
1 (800) CLEANUP

CONSTRUCTION
Ordering Materials & Recycling Waste
Reduce waste by ordering only the amounts of
materials needed for the job. Use recycled or recyclable materials whenever possible. You can recycle broken
asphalt, concrete, wood, and cleared vegetation. Non-
recyclable materials should be taken to a landfill or
disposed of as hazardous waste. For recycling and
disposal information, call (909) 386-8401.

Preventing Erosion
Avoid excavation or grading during wet weather.

Plant temporary vegetation or add hydromulch on
slopes where construction is not immediately planned,
and permanent vegetation once excavation and
grading are complete. Construct diversion dikes to
channel runoff to a detention basin and around the
construction site. Channels can be lined with grass
or roughened pavement to reduce runoff velocity.

Cleaning & Preventing Spills
Use a drip pan and funnel when draining or pouring
fluids. Sweep up dry spills, instead of hosing. Be ready for spills by preparing and using spill containment
and cleanup kits that include safety equipment and
dry cleanup materials such as kitty litter or sawdust.

To report serious spills, call 911.

Maintaining Vehicles & Equipment
Maintain and refuel vehicles and equipment at a
single location on-site, away from the street, gutter
and storm drains. Perform major equipment repairs
and washings off-site. Inspect vehicles and
equipment frequently for leaks, and prevent leaks
from stored vehicles by draining gas, hydraulic oil,
transmission, brake and radiator fluids.

Store Materials Safely
Keep construction materials and debris away from
the street, gutter and storm drains. Cover exposed
stockpiles of soil, sand or gravel and excavated
material with plastic sheeting, protected from rain,
wind and runoff.

Cement wash, sediment, vehicle fluids, dust and hazardous debris from construction sites often make their way into the San Bernardino County storm drain system and do not get treated before reaching the Santa Ana River.

This pollutes our drinking water and contaminates waterways, making them unsafe for people and wildlife.

Follow these best management practices to prevent pollution and protect public health. www.1800cleanup.org
sbcountystormwater.org
(877) WASTE18
To report illegal dumping call

Para reportar actividadas ilegales u obtener más
información de la prevención de contaminación llamar al :
1 (800) CLEANUP
Ordenando Materiales & Reciclando
Desechos
Reduce la cantidad al ordenar el material, solo ordena
lo necesario. Usa materiales que se puedan reciclar
cuando sea posible. Se puede reciclar el aspfalto,
concreto, madera y la vegetacion. Materiales no reciclados se deven llevar a lugares de desechos peligrosos. Para
mas información llama al (909) 386-8401.

Previniendo Erosiones
Evita las excavaciones durante lluvia. Planta
vegetacion temporal en colinas donde aun no hay
planes de construccion y planta vegetacion
permanente al terminar las excavaciones.

Construye algunos canales para el desagüe. Estos
pueden ser creados con pasto y cemento para
reducir la velocidad del desagüe.

Limpiando & Previniendo Derrames
Usa siempre un enbudo al vaciar liquidos. Barre los
derrames en ves de lavarlos con la manguera. Mantente
siempre preparado para cualquier derrame, usa siempre
las herramientas de seguridad al igual que materiales
como, tierra para desechos de gato o aserrin. Para
reportar derrames llama al 911.

Almacenando Materiales
Cuidadosamente
Manten materiales de construcción y residuos lejos
de las calles, coladeras y desagües. Manten tapados
los bultos de arena, grava y herramientas para excavar
cuviertos con algun plastico para protejerlos de la
lluvia, el aire y el desagüe.

Cemento, sedimentos, liquidos de auto, polvos y residuos peligrosos acaban por llegar a los drenajes del Condado de San Bernardino y terminando en el Rio de Santa Ana.

Esto contamina el agua que tomamos, haciendola peligorsa para la gente y la vida salvaje. Sigue estas practicas para prevenir la contaminación y protejer la salud publica.

CONSTRUCCIÓN
www.1800cleanup.org
Mantenimiento de Vehiculos &
Herramientas
Has el mantenimiento y carga de vehiculos en el mismo
lugar, lejos de la calle, las alcantarillas y los drenajes.

Inspecciona los vehiculos y el equipo de cualquier
goteadura y preveen goteaduras de autos que no se
usan vasiandoles la gasolina, aceite de transmision,
frenos y liquidos del radiador.
sbcountystormwater.org
(877) WASTE18
Para reportar actividades
ilegales llamar al:

To report illegal dumping or for more information
on stormwater pollution prevention, call:
1 (800) CLEANUP

ROADWORK

AND PAVING
During Construction
Cover catch basins and maintenance holes when
applying seal coat, slurry seal or fog seal. Use
check dams, ditches or berms around excavations,
and avoid over applying water for dust control.

Never wash excess materials from exposed
aggregate or concrete into the street, gutter or
a storm drain.

Asphalt & Concrete Removal
Barricade storm drain openings during saw-cutting,
and recycle broken up pavement at a crushing company.

For recycling information, call (909) 386-8401.

Asphalt, saw-cut slurry and excavated materials from road paving, surfacing and pavement removal often make their way into the San Bernardino County storm drain system and do not get treated before reaching the Santa Ana River. This pollutes our drinking water and contaminates waterways, making them unsafe for people and wildlife. Follow these best management practices to prevent pollution and protect public health.

Maintaining Vehicles & Equipment
Maintain and refuel vehicles and equipment at a
single location on-site, away from the street, gutter
and storm drains. Perform major equipment repairs
and washings off-site. Inspect vehicles and
equipment frequently for leaks, and prevent leaks
from stored vehicles by draining gas, hydraulic
oil, transmission, brake and radiator fluids.

Preventing Erosion
Schedule excavation and grading work during dry
weather. Develop and implement erosion and sediment
control plans for excavated embankments. Cover exposed
stockpiles of soil, sand or gravel and excavated material with plastic sheeting, protected from rain, wind and
runoff.

Cleaning & Preventing Spills
Be ready for spills by preparing and using spill containment and cleanup kits that include safety equipment and dry cleanup materials such as kitty litter or sawdust. Sweep up dry spills, instead of hosing. Prevent spills from paver machines by using drip pans, or by placing absorbent materials like cloths or rags under the machines when not in use. To report serious spills, call 911.
www.1800cleanup.orgsbcountystormwater.org
(877) WASTE18
To report illegal dumping call

Para reportar actividadas ilegales u obtener más
información de la prevención de contaminación llamar al :
1 (800) CLEANUP
Asfalto, mezcla y materiales de excavaciones del pavimento acaban por llegar a los drenajes del Condado de San Bernardino y terminando en el Rio de Santa Ana. Esto contamina el agua que tomamos, haciendola peligorsa para la gente y la vida salvaje. Sigue estas practicas para prevenir la contaminación y protejer la salud publica.

TRABAJO DE CARRETERAS & PAVIMENTO
Durante Construcción
Cubre los lavados y da mantenimiento a los hoyos al
aplicar selladura o mezcla. Revisa las areas de
excavaciones, y evita pasarte de agua para preveenir
polvadura. Nunca laves los materiales llenos de concreto en la calle, drenajes o en el desagüe.

Removiendo Asfalto & Concreto
Bloquea alrededor de los drenajes cuando estes usando
las maquinas de sierra, tambien recicla todo el
pavimento roto en la compañia demolidora. Para más
información llama al (909) 386-8401.

Mantenimiento de Vehiculos &
Herramientas
Has el mantenimiento y carga de vehiculos en el
mismo lugar, lejos de la calle, las alcantarillas y los drenajes. Inspecciona los vehiculos y el equipo de
cualquier goteadura y evita goteaduras de autos que
no se usan vasiandoles la gasolina, aceite de
transmision, frenos y liquidos del radiador.

Previniendo Erosiones
Planea las excavaciones trabajo de jardineria durante
el clima seco. Desarrolla e implementa planes de
embancamientos de control de sedimento y excavaciones.

Cubre montones de tierra, grava y otros materiales con
un plastico para protejerlos de la llvia, aire y desagüe.

Limpiando & Previniendo Derrames
Mantente siempre preparado para cualquier derrame, usa siempre las herramientas de seguridad al igual que materiales como, tierra para desechos de gato o aserrin Barre los derrames en ves de lavarlos con la manguera. Previene los derrames de las maquinas usando enbudos o colocanto garras para absorver cualquier liquido. Para reportar derrames llama al 911.
www.1800cleanup.orgsbcountystormwater.org
(877) WASTE18
Para reportar actividades
ilegales llamar al:

PR
E
S
O
R
T
E
D
ST
A
N
D
A
R
D
U.S
.

P
O
S
T
A
G
E
P
AI
D
SA
C
R
A
M
E
N
T
O
,

C
A
PE
R
M
I
T
#

0 0
0 Sa
n

B
e
r
n
a
r
d
i
n
o

C
o
u
n
t
y

S
t
o
r
m
w
a
t
e
r

P
r
o
g
r
a
m
82 5

E
a
s
t

T
h
i
r
d

S
t
r
e
e
t

•

R
o
o
m

1 2
7 Sa
n

B
e
r
n
a
r
d
i
n
o
,

C
A

9 4
2 1
5 -
0 8
3 5
P ollution

LANDSCAPE MAINTENANCE
Prevention

STORMWATER

Stormwater Management
Practices for Commercial
Landscape Maintenance
Pollution PreventionS T O R M W A T E R
Recycle Yard Waste
Recycle leaves, grass clippings and other yard waste. Do not blow, sweep, rake or hose yard waste into the street. Try grasscycling - the natural recycling of grass by leaving clippings on the lawn when mowing. Grass clippings will quickly decompose, returning valuable nutrients to the soil. Further information can be obtained at www.ciwmb.ca.gov/Organics .

Use Fertilizers, Herbicides and Pesticides Safely
Fertilizers, herbicides and pesticides are often carried into the storm drain system by sprinkler runoff. Use of natural, non-toxic alternatives to the traditional fertilizers, herbicides and pesticides is highly recommended. If you must use chemical fertilizers, herbicides, or pesticides:

Spot apply pesticides and herbicides, rather than blanketing entire areas.

Avoid applying near curbs and driveways, and never apply before a rain.

Apply fertilizers as needed, when plants can best use it, and when the potential for it being carried away by runoff is low.

Recycle Hazardous Waste
Pesticides, fertilizers, herbicides and motor oil contaminate landfills and should be disposed of through a Hazardous Waste Facility, which accepts these types of materials. For information on proper disposal call, (909) 386-8401.

Use Water Wisely
Conserve water and prevent runoff by controlling the amount of water and direction of sprinklers. Sprinklers should be on long enough to allow water to soak into the ground but not so long as to cause runoff. Periodically inspect, fix leaks and realign sprinkler heads. Plant native vegetation to reduce the need of water, fertilizers, herbicides, and pesticides.

Prevent Erosion
Erosion washes sediments, debris and toxic runoff into the storm drain system, polluting waterways.

Prevent erosion and sediment runoff by using ground cover, berms and vegetation down-slope to capture runoff.

Avoid excavation or grading during wet weather.

Store Materials Safely
Keep landscaping materials and debris away from the street, gutter and storm drains. On-site stockpiles of materials must be covered with plastic sheeting to protect from rain, wind and runoff.

To report illegal dumping or for more information on
stormwater pollution prevention, call:
1 (800) CLEANUP
or visit our websites:
www.co.san-bernardino.ca.us/flood/npdes
www.1800cleanup.org
Yard waste, sediments, and toxic lawn/garden chemicals used in commercial landscape maintenance often make their way into the San Bernardino County storm drain system and do not get treated before reaching the Santa Ana River. This pollutes our drinking water and contaminates local waterways, making them unsafe for people and wildlife. Following these best management practices will prevent pollution, comply with regulations and protect public health. (877) WASTE18
sbcountystormwater.org
(877) WASTE18
sbcountystormwater.org
To report illegal dumping call
or visit our website:

Stormwater Pollution Prevention
Best Management Practices for Homeowner ’s Associations, Proper ty Managers and Proper ty O wners
Your Guide To Maintaining Water
Friendly Standards In Your Community
sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamonga Redlands • Rialto • San Bernardino • San Bernardino County • San Bernardino County Flood Control District • Upland • YucaipaPage 2362 of 3744

Table of Contents
Commercial Trash Enclosures 1
Hazardous Waste 2
Working Outdoors & Handling Spills 4
Commercial Landscape 5
Sidewalk, Plaza, Entry Monument & Fountain Maintenance 6 Equipment Maintenance & Repair 10
Pool Maintenance 14
Paint 16
Vehicle Maintenance 17
Pet Waste Disposal 18
Get In Touch With Us Online 19

In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 1

COMMERCIAL TRASH ENCLOSURES
In San Bernardino County, stormwater pollution is caused by food waste, landscape waste, chemicals and other debris that are washed into storm drains and end up in our waterways - untreated! You can be part of the solution by maintaining a water-friendly trash enclosure.

To report illegal dumping (877-WASTE18) or to find a household hazardous waste facility (800-OILY CAT): sbcountystormwater.org

TO KEEP OUR WATERWAYS CLEAN

FOLLOW THESE REQUIREMENTS
Trash enclosures, such as those found in commercial and apartment complexes, typically contain materials that are intended to find their way to a landfill or a recycling facility.

These materials are NOT meant to go into our local lakes and rivers.

THANK YOU FOR HELPING TO KEEP SAN BERNARDINO COUNTY CLEAN AND HEALTHY!

PROTECT WATER QUALITY BY FOLLOWING THESE SIMPLE STEPS
• Paint
• Grease, fats and used oils
• Batteries, electronics
and fluorescent lights

KEEP TOXICS OUTCLOSE THE LID
Prevent rain from entering
the bin in order to avoid
leakage of polluted water
runoff

PUT TRASH INSIDE
Place trash inside the bin
(preferably in sealed bags)

COMMERCIAL TRASH ENCLOSURES

SOME ADDITIONAL GUIDELINES, INCLUDE

SWEEP FREQUENTLY
Sweep trash enclosure areas
frequently, instead of hosing
them down, to prevent polluted
water from flowing into the
streets and storm drains.

FIX LEAKS
Address trash bin leaks
immediately by using dry clean
up methods and report to your
waste hauler to receive a
replacement.

CONSTRUCT ROOF
Construct a solid cover roof over the
existing trash enclosure structure to
prevent rainwater from coming into
contact with trash and garbage.

Check with your local City/County
for Building Codes.

Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamonga Redlands • Rialto • San Bernardino • San Bernardino County • San Bernardino County Flood Control District • Upland • Yucaipa

In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 2

HAZARDOUS WASTE
Waste Type and Cost
There is a small handling fee involved in the
collection of hazardous waste from your
business. Disposal costs depend on the type
of waste.

Aerosols $1.29/lb.

Automobile motor oil $.73/gal.

A nti-freeze $1.57/gal.

Cont aminated oil $4.48/gal.

Car bat teries $.62 /ea.

Corrosive liquids, solids $2.80/lb.

Flammable solids, liquids $1.57/lb.

L atex Paint $.73/lb.

Mercur y $10.08/lb.

NiCad /A lkaline Bat teries $2.13/lb.

Oil Base Paint s $1.0 0/lb.

Oil Filters $.56/ea.

Oxidizers $9.63/lb.

PCB Ballast s $5.94/lb.

Pesticides (most) $2.91/lb.

Photo xer, developer $4.31/gal.

Television & Monitors $11.20/ea.

Addit ional Handling $138.00/hr.
*Rates subject to change without notice*

WE CANNOT ACCEPT
Radioac tives
Water reac tives
Explosives
Compressed gas c ylinders
Medic al or biohazardous waste
A sbestos
Remediation wastes

CESQG PROGRAM
Conditionally Exempt Small Quantity Generator
WHAT IS A CESQG?
Businesses that generate 27 gallons or 220 lbs. of
hazardous waste, or 2.2 lbs. of extremely hazardous
waste per month are called “Conditionally Exempt
Small Quantity Generators,” or CESQGs. San Bernardino
County Household Hazardous Program provides
waste management services to CESQG businesses.

The most common CESQGs in San Bernardino County
are painters, print shops, auto shops, builders,
agricultural operators and property managers, but
there are many others. When you call, be ready to
describe the types and amounts of waste your
business generates in a typical month. If you generate
hazardous waste on a regular basis, you must:
• Register with San Bernardino County Fire Department
(909) 386-8401 as a hazardous waste generator.
• To obtain an EPA ID# and application form from the
State visit www.dtsc.ca.gov .
• Manage hazardous waste in accordance with all
applicable local, state and federal laws and regulations.

HOW DO I GET SERVICE?
To arrange an appointment for the CESQG Program,
call 1-800-OILY CAT or 909-382-5401. Be ready to
describe the type and amount of hazardous waste
your business is ready to dispose of, and the types
and size(s) of containers that the waste is in.

In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 3

HAZARDOUS WASTE

WHY IS THE FIRE DEPARTMENT
COLLECTING HAZARDOUS WASTE?
Small Quantity Generators often have difficulty
disposing of small quantities of hazardous waste.

Hazardous waste companies usually have a
minimum amount of waste that they will pick up,
or charge a minimum fee for service. Typically, the
minimum fee exceeds the cost of disposal for the
hazardous waste. This leaves the small quantity
generator in a difficult situation. Some respond
by storing hazardous waste until it becomes
economical for the hazardous waste transporter to
pick it up, putting the business out of compliance
by exceeding regulatory accumulation time
limits. Other businesses simply store their
hazardous wastes indefinitely, creating an unsafe
work environment and exceeding accumulation
time limits. Yet other businesses attempt to illegally
dispose of their waste at household hazardous
waste collection facilities. These facilities are not
legally permitted to accept commercial wastes,
nor are prepared to provide legal documentation
for commercial hazardous waste disposal. In
answer to the problems identified above, the San
Bernardino County Fire Department Household
Hazardous Program instituted the Conditionally
Exempt Small Quantity Generator Program.

PAYMENT FOR SERVICES
The CESQG Program will prepare an invoice
for your business at the time of service. You can
pay at the time of service with cash or a check, or
you can mail your payment to the Fire Department
within 30 days. Please note that we do not accept
credit card payments. The preferred method of
payment is to handle payment at time of service.

Additional charges may apply for accounts not
paid within 30 days.

ARE THERE ANY OTHER WAYS THAT I CAN SAVE
MONEY ON HAZARDOUS WASTE DISPOSAL?
Yes! First, start by reducing the amount of waste
that you produce by changing processes or process
chemicals, at your business. Next, examine if there
is a way that you can recycle your waste back into
your processes. Network with similar businesses
or trade associations for waste minimization and
pollution prevention solutions.

WHAT IF YOUR BUSINESS DOES NOT QUALIFY?
Call the San Bernardino County Fire Department
Field Services Division for assistance with
hazardous waste management at 909-386-8401.

If you reduce the amount of waste you generate
each month to 27 gallons or less, you may qualify
in the future.

WHAT HAPPENS TO YOUR HAZARDOUS WASTE?
Hazardous waste collected by the CESQG
Program is transported to a state permitted
processing facility in San Bernardino. The
waste is further processed at this point and
packaged for off-site recycling (oil filters, oil,
latex paint, antifreeze, and batteries) or destructive
incineration (pesticides, corrosives, flammables,
oil based paint).

San Bernardino County Fire Department
CESQG Program
2824 East “W” Street
San Bernardino, CA 92415-0799
Phone: 909-382-5401
Fax: 909-382-5413
www.sbcfire.org/hazmat/hhw.asp
Email: [email protected]

In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 4

WORKING OUTDOORS & HANDLING SPILLS
Clean water ways and the health of your neighborhood is a team effort. Be part of the clean water team, find out more about how to protect water quality in your community at:

Las vías fluviales limpias y la salubridad de su barrio se logran gracias al trabajo en equipo. Sea parte del equipo de agua limpia y obtenga más información acerca de cómo proteger la calidad del agua en su comunidad en:
sbcountystormwater.org
CONTROL | CONTROL
Locate the nearest storm drain and ensure nothing
can enter or be discharged into it.

Ubique el desagüe de aguas pluviales más cercano y
asegúrese de que nada pueda ingresar a éste ni
descargarse en él.

CONTAIN | CONTENER
Isolate your area to prevent material from potentially
flowing or being blown away.

Aísle su área para evitar que el material pueda discurrirse o ser llevado por el viento.

CAPTURE | CAPTURAR
Sweep up debris and place it in the trash. Clean up
spills with an absorbent material (e.g. kitty litter) or vacuum with a Wet-Vac and dispose of properly.

Recoja los restos y colóquelos en la basura. Limpie los derrames con un material absorbente (como la arena
para gatos) o aspírelos con una Wet-Vac (aspiradora de
humedad) y deséchelos correctamente.

In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 5

COMMERCIAL LANDSCAPE
Yard waste, sediments, and toxic lawn/garden chemicals used in commercial landscape maintenance often make their way into the San Bernardino County storm drain system and do not get treated before reaching the Santa Ana River. This pollutes our drinking water and contaminates local waterways, making them unsafe for people and wildlife. Following these best management practices will prevent pollution, comply with regulations and protect public health.

Recycle Yard Waste
Recycle leaves, grass clippings and other yard
waste. Do not blow, sweep, rake or hose yard
waste into the street. Try grasscycling - the natural
recycling of grass by leaving clippings on the lawn
when mowing. Grass clippings willquickly
decompose, returning valuable nutrients to
the soil. Further information can be obtained at
www.calrecycle.ca.gov/organics .

Use Fertilizers, Herbicides and Pesticides Safely
Fertilizers, herbicides and pesticides are often
carried into the storm drain system by sprinkler
runoff. Use of natural, non-toxic alternatives to the
traditional fertilizers, herbicides and pesticides is
highly recommended. If you must use chemical
fertilizers, herbicides, or pesticides:
• Spot apply pesticides and herbicides, rather than
blanketing entire areas.
• Avoid applying near curbs and driveways, and
never apply before a rain.
• Apply fertilizers as needed, when plants can best
use it, and when the potential for it being carried
away by runoff is low.

Recycle Hazardous Waste
Pesticides, fertilizers, herbicides and motor oil
contaminate landfills and should be disposed of
through a Hazardous Waste Facility, which accepts
these types of materials. For information on proper
disposal call, (909) 386-8401.

Use Water Wisely
Conserve water and prevent runoff by
controlling the amount of water and direction
of sprinklers. Sprinklers should be on long enough
to allow water to soak into the ground but not so
long as to cause runoff. Periodically inspect, fix
leaks and realign sprinkler heads. Plant native
vegetation to reduce the need of water, fertilizers,
herbicides, and pesticides.

Prevent Erosion
Erosion washes sediments, debris and toxic runoff
into the storm drain system, polluting waterways.
• Prevent erosion and sediment runoff by using
ground cover, berms and vegetation down-slope
to capture runoff.
• Avoid excavation or grading during wet weather.

Store Materials Safely
Keep landscaping materials and debris away
from the street, gutter and storm drains. On-site
stockpiles of materials must be covered with plastic
sheeting and surrounded with sand bags to protect
from rain, wind and runoff.

In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 6

SIDEWALK, PLAZA, ENTRY MONUMENT &

FOUNTAIN MAINTENANCE
Pollutants on sidewalks and other pedestrian traffic areas and plazas are typically due to littering and vehicle use. Fountain water containing chlorine and copperbased algaecides is toxic to aquatic life.

Proper inspection, cleaning, and repair of pedestrian areas and HOA owned surfaces and structures can reduce pollutant runoff from these areas. Maintaining these areas may involve one or more of the following activities:

1. Surface Cleaning

2. Graffiti Cleaning

3. Sidewalk Repair

4. Controlling Litter

5. Fountain Maintenance
POLLUTION PREVENTION:

Pollution prevention measures have been considered and incorporated in the model procedures.

Implementation of these measures may be more effective and reduce or eliminate the need to implement other more complicated or costly procedures. Possible pollution prevention measures for sidewalk, plaza, and fountain maintenance and cleaning include:
• Use dry cleaning methods whenever practical for surface cleaning activities. • Use the least toxic materials available (e.g. water based paints, gels or sprays for graffiti removal). • Once per year, educate HOA staff and tenants on pollution prevention measures.

MODEL PROCEDURES:

1. Surface Cleaning
Discharges of wash water to the storm water drainage system from cleaning or hosing of impervious surfaces is prohibited.
 Use dry methods (e.g. sweeping, backpack blowers, vacuuming) whenever practical to clean sidewalks and plazas rather than hosing, pressure washing, or steam cleaning. DO NOT sweep or blow material into curb; use devices that contain the materials.
 If water must be used, block storm drain inlets and contain runoff.

Discharge wash water to landscaping or contain and dispose of properly.

Sidewalks, Plazas

In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 7

SIDEWALK, PLAZA, ENTRY MONUMENT &

FOUNTAIN MAINTENANCE
 Parking facilities should be swept/vacuumed on a regular basis.

Establish frequency of public parking lot sweeping based on usage and field observations of waste accumulation.
 If water must be used, block storm drain inlets and contain runoff. Discharge wash water to landscaping or contain and dispose of properly.  Sweep all parking lots at least once before the onset of the wet season.  Use absorbents to pick up oil; then dry sweep.
 Appropriately dispose of spilled materials and absorbents.

OPTIONAL:
• Consider increasing sweeping frequency based on factors such as traffic volume, land use, field observations of sediment and trash accumulation, proximity to water courses, etc.
 Use high-pressure water, no soap.
 If water must be used, block storm drain inlets and contain runoff. Discharge wash water to landscaping or contain and dispose of properly.  If water must be used, block storm drain inlets and contain runoff. Discharge wash water to landscaping or contain and dispose of properly.  Use biodegradable cleaning agents to remove deposits.  Make sure pH is between 6.5 and 8.5 THEN discharge to landscaping (if cold water without a cleaning agent) otherwise dispose of properly.

2. Graffiti Cleaning
 Avoid graffiti abatement activities during rain events.  When graffiti is removed by painting over, implement the procedures under Painting and Paint Removal in the Roads, Streets, and Highway Operation and Maintenance procedure sheet.
 Protect nearby storm drain inlets prior to removing graffiti from walls, signs, sidewalks, or other structures needing graffiti abatement. Clean up afterwards by sweeping or vacuuming thoroughly, and/or by using absorbent and properly disposing of the absorbent.

Parking Areas, Driveways,
Drive-thru
Building Surfaces, Decks,
etc., without loose paint
Unpainted Building
Surfaces, Wood Decks, etc.

Graffiti Removal

In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 8

SIDEWALK, PLAZA, ENTRY MONUMENT &

FOUNTAIN MAINTENANCE
 Note that care should be taken when disposing of waste since it may need to be disposed of as hazardous waste.

OPTIONAL:
• Consider using a waterless and non-toxic chemical cleaning method for graffiti removal (e.g. gels or spray compounds).

3. Sidewalk Repair
 Schedule surface removal activities for dry weather if possible.  Avoid creating excess dust when breaking asphalt or concrete.  Take measures to protect nearby storm drain inlets prior to breaking up asphalt or concrete (e.g. place hay bales or sand bags around inlets). Clean afterwards by sweeping up material.
 Designate an area for clean up and proper disposal of excess materials.  Remove and recycle as much of the broken pavement as possible.  When making saw cuts in pavement, use as little water as possible. Cover each storm drain inlet with filter fabric during the sawing operation and contain the slurry by placing straw bales, sandbags, or gravel dams around the inlets. After the liquid drains shovel or vacuum the slurry, remove from site and dispose of properly.
 Always dry sweep first to clean up tracked dirt. Use a street sweeper or vacuum truck. Do not dump vacuumed liquid in storm drains. Once dry sweeping is complete, the area may be hosed down if needed. Discharge wash water to landscaping, pump to the sanitary sewer if permitted to do so or contain and dispose of properly.
 Avoid mixing excess amounts of fresh concrete or cement mortar on-site.

Only mix what is needed for the job.
 Wash concrete trucks off-site or in designated areas on-site, such that there is no discharge of concrete wash water into storm drain inlets, open ditches, streets, or other storm water conveyance structures. (See Concrete Waste Management BMP WM – 8)
Surface Removal
and Repair
Concrete Installation
and Repair

In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 9

SIDEWALK, PLAZA, ENTRY MONUMENT &

FOUNTAIN MAINTENANCE
 Store dry and wet concrete materials under cover, protected from rainfall and runoff and away from drainage areas. After job is complete remove temporary stockpiles (asphalt materials, sand, etc.) and other materials as soon as possible.  Return leftover materials to the transit mixer. Dispose of small amounts of excess concrete, grout, and mortar in the trash.
 When washing concrete to remove fine particles and expose the aggregate, contain the wash water for proper disposal.
 Do not wash sweepings from exposed aggregate concrete into the street or storm drain. Collect and return sweepings to aggregate base stock pile, or dispose in the trash.
 Protect applications of fresh concrete from rainfall and runoff until the material has hardened.

4. Litter Control
 Enforce anti-litter laws.
 Provide litter receptacles in busy, high pedestrian traffic areas of the community, at recreational facilities, and at community events.  Cover litter receptacles and clean out frequently to prevent leaking/spillage or overflow.

OPTIONAL:
• Post “No Littering” signs.

5. Fountain Maintenance
 Do not use copper-based algaecides. Control algae with chlorine or other alternatives, such as sodium bromide.
 Allow chlorine to dissipate for a few days and then recycle/reuse water by draining it gradually onto a landscaped area. Water must be tested prior to discharge to ensure that chlorine is not present (concentration must be less than 0.1 ppm).  Contact local agency for approval to drain into sewer or storm drain.  Avoid mixing excess amounts of fresh concrete or cement mortar on-site.

Only mix what is needed for the job.

In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 10

EQUIPMENT MAINTENANCE & REPAIR
Vehicle or equipment maintenance has the potential to be a significant source of stormwater pollution.

Engine repair and service (parts cleaning, spilled fuel, oil, etc.), replacement of fluids, and outdoor equip- ment storage and parking (dripping engines) can all contaminate stormwater. Conducting the following activities in a controlled manner will reduce the potential for stormwater contamination:

1. General Maintenance and Repair

2. Vehicle and Machine Repair

3. Waste Handling/Disposal
Related vehicle maintenance activities are covered under the following program headings in this manual: “Vehicle and Equipment Cleaning”, “Vehicle and Equipment Storage”, and “Vehicle Fueling”.

POLLUTION PREVENTION:

Pollution prevention measures have been considered and incorporated in the model procedures.

Implementation of these measures may be more effective and reduce or eliminate the need to implement other more complicated or costly procedures. Possible pollution prevention measures for equipment maintenance and repair include:
• Review maintenance activities to verify that they minimize the amount of pollutants discharged to receiving waters. Keep accurate maintenance logs to evaluate materials removed and improvements made.
• Switch to non-toxic chemicals for maintenance when possible. • Choose cleaning agents that can be recycled.
• Minimize use of solvents. Clean parts without using solvents whenever possible. Recycle used motor oil, diesel oil, and other vehicle fluids and parts whenever possible. • Once per year, educate HOA staff and tenants on pollution prevention measures.

In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 11

EQUIPMENT MAINTENANCE & REPAIR
MODEL PROCEDURES:

1. General Maintenance and Repair
 Review maintenance activities to verify that they minimize the amount of pollutants discharged to receiving waters. Keep accurate maintenance logs to evaluate materials removed and improvements made.  Regularly inspect vehicles and equipment for leaks.
 Move activity indoors or cover repair area with a permanent roof if feasible.  Minimize contact of stormwater with outside operations through berming the local sewering and drainage routing.
 Place curbs around the immediate boundaries of the process equipment.  Clean yard storm drain inlets regularly and stencil them.  Avoid hosing down work areas. If work areas are washed and if discharge to the sanitary sewer is allowed, treat water with an appropriate treatment device (e.g. clarifier) before discharging. If discharge to the sanitary sewer is not permitted, pump water to a tank and dispose of properly.
 Collect leaking or dripping fluids in drip pans or container. Fluids are easier to recycle or dispose of properly if kept separate.
 Keep a drip pan under the vehicle while you unclip hoses, unscrew filters, any discharge of or remove other parts. Place a drip pan under any vehicle that might leak while you work on it to keep splatters or drips off the shop floor.  Educate employees on proper handling and disposal of engine fluids.  Promptly transfer used fluids to the proper waste or recycling drums. Don’t leave full drip pans or other open containers lying around.  Do not pour liquid waste to floor drains, sinks, outdoor storm drain inlets, or other storm drains or sewer connections.
 Post signs at sinks and stencil outdoor storm drain inlets.

2. Vehicle Repair
 Perform vehicle fluid removal or changing inside of a building or in a contained covered area, where feasible, to prevent the run-on of stormwater and the runoff of spills.
 Regularly inspect vehicles and equipment for leaks, and repair as needed.

General Guidelines
Good Housekeeping
General Guidelines
Note: Permission must
be obtained for any
discharge of wash
water to the sanitary
sewer from the local
sewering agency.


In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 12

EQUIPMENT MAINTENANCE & REPAIR
 Use secondary containment, such as a drain pan or drop cloth, to catch spills or leaks when removing or changing fluids.
 Immediately drain all fluids from wrecked vehicles. Ensure that the drain pan or drip pan is large enough to contain drained fluids (e.g. larger pans are needed to contain antifreeze, which may gush from some vehicles).  Promptly transfer used fluids to the proper waste or recycling drums. Don’t leave full drip pans or other open containers lying around.  Recycle used motor oil, diesel oil, and other vehicle fluids and parts whenever possible.
 Oil filters disposed of in trash cans or dumpsters can leak oil. Place the oil filter in a funnel over a waste oil recycling drum to drain excess oil before disposal. Oil filters can also be recycled. Ask your oil supplier or recycler about recycling oil filters.
 Store cracked batteries in a non-leaking secondary container and dispose of properly at recycling facilities or at County hazardous waste disposal site.  Use absorbent materials on small spills. Remove the absorbent materials promptly and dispose of properly.
 Place a stockpile of spill cleanup materials where it will be readily accessible.  Sweep floor using dry absorbent material.

3. Machine Repair
 Keep equipment clean; don’t allow excessive build-up of oil or grease.  Minimize use of solvents.
 Use secondary containment, such as a drain pan or drop cloth, to catch spills or leaks when removing or changing fluids.
 Perform major equipment repairs at the corporation yard, when practical.  Following good housekeeping measures in Vehicle Repair section.

4. Waste Handling/Disposal
 Prevent spills and drips of solvents and cleansers to the shop floor.  Do liquid cleaning at a centralized station so the solvents and residues stay in one area. Recycle liquid cleaners when feasible.

Vehicle Leak and
Spill Control
Waste Reduction

In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 13

EQUIPMENT MAINTENANCE & REPAIR
 Locate drip pans, drain boards, and drying racks to direct drips back into a solvent sink or fluid holding tank for reuse.

OPTIONAL:
• If possible, eliminate or reduce the amount of hazardous materials and waste by substituting non-hazardous or less hazardous material:
-Use non-caustic detergents instead of caustic cleaning for parts cleaning.
-Use a water-based cleaning service and have tank cleaned. Use detergent-based or water-based cleaning systems in place of organic solvent degreasers.
-Replace chlorinated organic solvents with non-chlorinated solvents.

Non-chlorinated solvents like kerosene or mineral spirits are less toxic and less expensive to dispose of properly. Check list of active ingredients to see whether it contains chlorinated solvents. -Choose cleaning agents that can be recycled.

OPTIONAL:
• Separate wastes for easier recycling. Keep hazardous and non-hazardous wastes separate, do not mix used oil and solvents, and keep chlorinated solvents separate from non-chlorinated solvents.
• Label and track the recycling of waste material
(e.g. used oil, spent solvents, batteries).
• Purchase recycled products to support the market for recycled materials.

LIMITATIONS:

Space and time limitations may preclude all work being conducted indoors. It may not be possible to contain and clean up spills from vehicles/equipment brought on-site after working hours. Dry floor cleaning methods may not be sufficient for some spills – see spill prevention and control procedures sheet. Identification of engine leaks may require some use of solvents.

Recycling

In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 14

POOL MAINTENANCE
Pool chemicals and filter solids, when discharged to the City streets, gutters or storm drans, DO NOT GET TREATED before reaching the Santa Ana River. Chlorine, acid cleaning chemicals and metal-based algaecides used in pools can kill beneficial organisms in the food chain and pollute our drinking water.

When emptying your swimming pool, spa or fountain, please use one of the following best management practices to prevent water pollution:
• Reuse the water as landscape irrigation
• Empty the water into the sewer between midnight and 6:00 am • Remove solids and floating debris and dispose of in the trash, de-chlorinate the water to a chlorine residual = 0, wait 24 hours, then discharge the water to the street or storm drain • Try not to use metal-based algaecides (i.e. copper sulfate) in your pool or spa. If you have, empty your pool or spa into the sewer. Prior to discharging pool water into the sanitary sewer system, contact your local agency. • If the pool contains algae and mosquito larvae, discharge the water to the sewer When acid cleaning or other chemical cleaning:
• Neutralize the pool water to pH of 6.5 to 8.5, then discharge to the sewer For swimming pool and spa filter backwash:
• Dispose of solids into trash bag, then wash filter into a landscape area • Settle, dispose of solids in trash and discharge water to the sewer, never to the storm drain

For Residents
Household Hazardous Waste Center Locations
The following is a preview of the information we
have available to residents. For more fact sheets,
visit sbcountystormwater.org

TOO TOXIC TO TRASH
Dispose of your HOUSEHOLD HAZARDOUS WASTE (HHW) at a FREE HHW Center near you. Examples of items collected: pesticides, fertilizers, paints, cleaners, antifreeze, batteries, motor oil, oil filters, and electronic waste. sbcounty.gov/stormwater or (800) CLEANUP

SERVICE AREA LOCATION DAYS OPEN HOURS
Big Bear Lake 42040 Garstin Dr. (cross: Big Bear Blvd.)Saturdays 9 a.m. - 2 p.m.

Chino 5050 Schaefer Ave. (cross: 4th St.)2nd & 4
th Sat. 8 a.m. - 1 p.m.

Fontana (Fontana residents only)16454 Orange Way (cross: Cypress Ave.)Saturdays 8 a.m. - 12 p.m.

Ontario 1430 S. Cucamonga Ave. (cross: Belmont St.)Fri. & Sat. 9 a.m. - 2 p.m.

Rancho Cucamonga 12158 Baseline Rd. (cross: Rochester Ave.)Saturdays 8 a.m. - 12 p.m.

Redlands 500 Kansas St. (cross: Park Ave.)Saturdays 9:30 a.m. -12:30 p.m.

Rialto 246 Willow Ave. (cross: Rialto Ave.)2nd &4th Fri. & Sat. 8 a.m. - 12 p.m.

San Bernardino 2824 East ‘W’ St.,302 (cross: Victoria Ave.)Mon. – Fri. 9 a.m. - 4 p.m.

Upland (does not accept E-Waste)1370 N. Benson Ave. (cross:14th St.)Saturdays 9 a.m. - 2 p.m.

Artwork Courtesy of the City of Los Angeles Stormwater Program. Printed on recycled paper.

Note: Provide a trash bill and a
driver’s license as proof of residency.

In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 16 PAINT
When painting your home,
protect your family and community.
•PAINTS that are water-based are less toxic and should
be used whenever possible.
•BRUSHES with water-based paint should be washed
in the sink.Those with oil-based paint should be
cleaned with paint thinner.
•

WE DID IT OUR SELVES

AND WE DID IT RIGHT
SAFELY dispose of unwanted paint and paint thinner.

The County of San Bernardino offers 9 HHW Centers
that accept paint and other household hazardous waste
from residents FREE of charge. For a list of acceptable materials, location information, and hours of operation call 1-800-OILY CAT.

In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 17

VEHICLE MAINTENANCE
Oil, grease, anti-freeze and other toxic automotive fluids often make their way into the San Bernardino County storm drain system, and do not get treated before reaching the Santa Ana River.

This pollutes our drinking water and contaminates waterways, making them unsafe for people and wildlife. Follow these best management practices to prevent pollution and protect public health.

Cleaning Auto Parts
Scrape parts with a wire brush or use
a bake oven rather than liquid cleaners.

Arrange drip pans, drying racks and drain
boards so that fluids are directed back into
the parts washer or the fluid holding tank.

Do not wash parts or equipment in a sink,
parking lot, driveway or street.

Storing Hazardous Waste
Keep your liquid waste segregated. Many
fluids can be recycled via hazardous waste
disposal companies if they are not mixed.

Store all materials under cover with
spill containment or inside to prevent
contamination of rainwater runoff.

Preventing Leaks and Spills
Conduct all vehicle maintenance inside of
a garage. Place drip pans underneath vehicle
to capture fluids. Use absorbent materials
instead of water to clean work areas.

Cleaning Spills
Use dry methods for spill cleanup
(sweeping, absorbent materials). To report
accidental spills into the street or storm drain
call (877) WASTE18 or 911.

Proper Disposal of
Hazardous Waste
Dispose of household hazardous waste
by taking it to your nearest household
hazardous waste center. For more
information, call 1-800-OILY CAT or check
out sbcountystormwater.org/Disposal.html

In the event of a spill or discharge to a storm drain or waterway, contact San Bernadino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamongo Redlands • Rialto • San Bernadino • San Bernadino County • San Bernadino County Flood Control District • Upland • Yucaipa 18

PET WASTE DISPOSAL
Remember to pick up after your pet every time
to keep San Bernardino County clean and healthy!
FREE
To RECEIVE your

FREE CONTAINER
visit us online at
sbcountystormwater.o
r
g
/
d
o
g

DOGGIE WASTE BAGS

PET WASTE DISPOSAL

Get I n Touch With Us Online!
» Website
» eUpdates
» Facebook
» YouTube
» Report Pollution Violations
» Email
sbcountystormwater.org
sbcountystormwater.org/newsletter
facebook.com/sbcountystormwater
youtube.com/sbcountystormwater
sbcountystormwater.org/report
[email protected]

For more information about how you can prevent stormwater pollution:
www.sbcountystormwater.org

In the event of a spill or discharge to a storm drain or waterway, contact San Bernardino County Stormwater immediately: (877) WASTE18 | sbcountystormwater.org/report To dispose of hazardous waste call the San Bernardino County Fire Dept. - CUPA Program (909) 386-8401 sbcountystormwater.org
Prevent potential waste spills from
coming into contact with our waterways:

On the service vehicle:
• Maintain the condition of all hoses, couplings,
tanks, and equipment to prevent leaks or spills.
• Properly store and handle potential contaminants
(Portable Toilet waste, disinfectants, oils,detergents
etc.) to prevent any spills or discharges from
entering the street, gutter or catch basin.

When rinsing or washing Portable Toilets, ensure that all waste water is captured in the containment tray to
prevent waste water from entering the street, gutter or catch basin.

Upon completion of the cleaning process, pump the
captured water into the service vehicle.

WHEN SERVICING
Site Portable Toilets at least 50 feet away from a
catch basin or waterway.

In high wind areas, secure the Portable Toilets by
anchoring the unit securely to the ground.

Equip Portable Toilets with a containment tray to
prevent accidental overflow.

WHEN DELIVERING

PORTABLE TOILET BUSINESSES

THANK YOU FOR BEING A RESPONSIBLE BUSINESS AND HELPING TO KEEP SAN BERNARDINO COUNTY CLEAN AND HEALTHY!

CONTAINMENT TRAY

WATERWAY
50 Ft
WHAT IS STORMWATER POLLUTION?
Stormwater pollution is created when bacteria, organic matter, disinfectants, and suspended solids are transported by water or wind into the catch basins and storm drain system. The untreated urban runoff then flows directly into our lakes and rivers contaminating our communities with high levels of bacteria, posing a threat to public health and wildlife.

ANCHOR TO

THE GROUND

CATCH BASIN
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamonga Redlands • Rialto • San Bernardino • San Bernardino County • San Bernardino County Flood Control District • Upland • Yucaipa When there is potential for greater than normal
usage, remind your clients to request additional
units or adjust the service schedule to ensure
sanitary conditions and prevent overflow.

En caso de un derrame o descarga en un drenaje pluvial o vía fluvial, comuníquese de inmediato con San Bernardino County Stormwater: (877) WASTE18 | sbcountystormwater.org/report Para deshacerse de los residuos peligrosos llame al Condado de San Bernardino Departamento de Bomberos - programa CUPA (909) 386-8401
Impida que los derrames potenciales de desechos
entren en contacto con nuestras vías fluviales:

En el vehículo de servicio:
• Mantenga en condiciones óptimas todas las mangueras acoples, tanques y equipo a fin de prevenir derrames.
• Almacene y maneje en forma apropiada los contaminantes potenciales (desechos del Baño Portátil, desinfectantes, aceites, detergentes, etc) para impedir cualquier derrame o que se produzcan descargas hacia la calle, la alcantarilla o el sumidero.

Al enjuagar o lavar los Baños Portátiles, asegúrese de que la bandeja de contención capture toda el agua residual, para impedir que ésta llegue a la calle, alcantarilla o sumidero.

Al completar el proceso de limpieza, bombee el agua capturada en el vehículo de servicio.

CUANDO SE REALIZE EL MANTENIMIENTO
Coloque los Baños Portátiles a una distancia mínima de
50 pies de un sumidero o vía fluvial.

En áreas de vientos fuertes, proteja los Baños Portátiles anclando la unidad en forma segura al suelo.

Coloque la bandeja de contencion abajo del Baño
Portatil.

AL MOMENTO DE LA ENTREGA
NEGOCIOS DE BAÑOS PORTÁTILES

GRACIAS POR SER UN NEGOCIO RESPONSABLE Y AYUDAR A MANTENER LIMPIO Y SALUDABLE EL CONDADO DE SAN BERNARDINO.

BANDEJA DE CONTENCIÓN
VÍAS FLUVIALES
50 PIES
¿QUÉ ES LA CONTAMINACIÓN DE AGUAS PLUVIALES?
La contaminación de aguas pluviales se crea cuando el agua o el viento transportan bacterias, materia orgánica, desinfectantes y sólidos suspendidos hacia los sumideros y el sistema de drenaje pluvial. Los residuos líquidos urbanos sin tratar luego fluyen directamente hacia los lagos y ríos contaminando nuestras comunidades con altos niveles de bacterias y plantean una amenaza para la salud pública y la vida silvestre.

ÁNCLELO

AL SUELO

ALCANTARILLA
Cuando exista la posibilidad de un uso mayor de lo normal, recuerde a sus clientes que soliciten unidades adicionales o que adapten el programa de mantenimiento para
garantizar las condiciones sanitarias y prevenir desbordes. sbcountystormwater.org
Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamonga Redlands • Rialto • San Bernardino • San Bernardino County • San Bernardino County Flood Control District • Upland • Yucaipa

For more information about how you can prevent stormwater pollution:
www.sbcountystormwater.org

In San Bernardino County, stormwater pollution is caused by food waste, landscape waste, chemicals and other debris that are washed into storm drains and end up in our waterways - untreated! You can be part of the solution by maintaining a water-friendly trash enclosure.

To report illegal dumping (877-WASTE18) or
to find a household hazardous waste facility (800-OILY CAT): sbcountystormwater.org To dispose of hazardous waste call the San Bernardino County Fire Dept. - CUPA Program (909) 386-8401

TO KEEP OUR WATERWAYS CLEAN

FOLLOW THESE REQUIREMENTS
Trash enclosures, such as those found in commercial and apartment complexes, typically contain materials that are intended to find their way to a landfill or a recycling facility.

These materials are NOT meant to go into our local lakes and rivers.

THANK YOU FOR HELPING TO KEEP SAN BERNARDINO COUNTY CLEAN AND HEALTHY!

PROTECT WATER QUALITY BY FOLLOWING THESE SIMPLE STEPS
• Paint
• Grease, fats and used oils
• Batteries, electronics
and fluorescent lights

KEEP TOXICS OUTCLOSE THE LID
Prevent rain from entering
the bin in order to avoid
leakage of polluted water
runoff

PUT TRASH INSIDE
Place trash inside the bin
(preferably in sealed bags)

COMMERCIAL TRASH ENCLOSURES

SOME ADDITIONAL GUIDELINES, INCLUDE

SWEEP FREQUENTLY
Sweep trash enclosure areas
frequently, instead of hosing
them down, to prevent polluted
water from flowing into the
streets and storm drains.

FIX LEAKS
Address trash bin leaks
immediately by using dry clean
up methods and report to your
waste hauler to receive a
replacement.

CONSTRUCT ROOF
Construct a solid cover roof over the
existing trash enclosure structure to
prevent rainwater from coming into
contact with trash and garbage.

Check with your local City/County
for Building Codes.

Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamonga Redlands • Rialto • San Bernardino • San Bernardino County • San Bernardino County Flood Control District • Upland • YucaipaPage 2392 of 3744

En el Condado de San Bernardino, los desechos de alimentos y jardines, los productos químicos y otros restos que se vierten en los desagües de aguas pluviales y que terminan en nuestras vías fluviales sin tratamiento alguno provocan la contaminación de estas aguas. Usted puede ser parte de la solución si mantiene un recinto para la basura que no contamine el agua.

Para informar acerca del vertedero ilegal, llame a (877-WASTE18), o para encontrar un establecimiento donde arrojar los residuos peligrosos del hogar, llame a (800-OILY CAT): sbcountystormwater.org Para deshacerse de los residuos peligrosos llame al Condado de San Bernardino Departamento de Bomberos - programa CUPA (909) 386-8401
LIMPIAS NUESTRAS VÍAS FLUVIALES

SIGA ESTOS PASOS PARA MANTENER
Los contenedores de basura, tales como aquellos que se encuentran en las unidades comerciales y departamentos, generalmente contienen materiales que están destinados a los rellenos sanitarios o en algún establecimiento de reciclaje.

Estos materiales NO deben ser vertidos en nuestros lagos y ríos locales. ¡MUCHAS GRACIAS POR AYUDAR A MANTENER EL CONDADO DE SB LIMPIO Y SIN CONTAMINACIÓN!

SIGA ESTOS PASOS PARA PROTEGER LA CALIDAD DEL AGUA
• Pintura
• Lubricante, grasas y aceites usados
• Baterías, componentes electrónicos
y luces fluorescentes

MANTENGA LOS PRODUCTOS
TÓXICOS AFUERACIERRE LA TAPA
Evite que la lluvia ingrese al
contenedor para evitar un escape
de escorrentía contaminada

COLOQUE LA

BASURA ADENTRO
Coloque la basura adentro
del contenedor (preferentemente
en bolsas selladas)

CONTENEDORES COMERCIALES PARA LA BASURA
ALGUNAS GUÍAS ADICIONALES, LAS CUALES INCLUYEN

BARRER CON FRECUENCIA
Barra con frecuencia las áreas de los
recintos para la basura, en lugar de
lavarlas con una manguera, para evitar que
el agua contaminada se vierta en las calles
y los desagües de lluvia.

REPARE LAS GOTERAS
Ocúpese inmediatamente de las goteras
en los contenedores de basura. Use los
métodos de limpieza en seco e infórmele
a su recolector de basura para que reciba
un reemplazo.

CONSTRUYA UN TECHO
Construya un techo de cubierta sólida sobre
la estructura actual del recinto para la
basura a fin de evitar que el agua de lluvia
entre en contacto con los desechos y la
basura. Consulte con su Ciudad/Condado
para conocer los Códigos de Construcción.

Big Bear • Chino • Chino Hills • Colton • Fontana • Grand Terrace • Highland • Loma Linda • Montclair • Ontario • Rancho Cucamonga Redlands • Rialto • San Bernardino • San Bernardino County • San Bernardino County Flood Control District • Upland • Yucaipa

APPENDIX D

SOILS REPORT

GEOTECHNICAL AND INFILTRATION EVALUATION
FOR

PROPOSED SINGLE-FAMILY RESIDENTIAL DEVELOPMENT
ASSESSOR’S PARCEL NUMBERS (APNS)1045-121-02 &1045-151-34 UPLAND COLONIES 59
NORTH OF EAST 15TH STREET

UPLAND,SAN BERNARDINO COUNTY,CALIFORNIA

PREPARED FOR

FRONTIER ENTERPRISES
2151 EAST CONVENTION CENTER WAY,SUITE 100
ONTARIO,CALIFORNIA 91764

PREPARED BY
GEOTEK,INC.
1548 NORTH MAPLE STREET
CORONA,CALIFORNIA 92880
PROJECT NO.1925-CR JULY 12,2018

July 12, 2018
Project No.1925-CR
Frontier Enterprises
2151 East Convention Center Way, Suite 100
Ontario, California 91764
Attention:Mr.Daniel Pocius
Subject:Geotechnical and Infiltration Evaluation
Proposed Single-Family Residential Development
Assessor’s Parcel Numbers (APNs)1045-121-02 & 1045-151-34 Upland Colonies 59
Upland, San Bernardino County, California
Dear Mr.Pocius:

We are pleased to provide the results of our geotechnical evaluation for the subject property located in Upland, San Bernardino County, California. This report presents a discussion of our evaluation and provides preliminary geotechnical recommendations for earthwork,foundation design,and construction.

In our opinion,site development appears feasible from a geotechnical viewpoint provided that the recommendations presented in this report are incorporated into the design and construction phases of the project.

GEOTECHNICAL | ENVIRONMENTAL | MATERIALS Page 2397 of 3744

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 2
The opportunity to be of service is sincerely appreciated. If you have any questions ,please do not hesitate to call our office.

Respectfully submitted,
GeoTek, Inc.

Robert R. Russell
GE 2042, Exp. 12/31/18
Senior Project Engineer
Edward H. LaMont
CEG 1892, Exp. 07/31/20
Principal Geologist
Anna M. Scott
Project Geologist
Distribution:(1) Addressee via email (one PDF file)
G:\Projects\1901 to 1950\1925CR Frontier Enterprises APNs 1045-121-02 and 1045-151-34 Upland\Geotechnical and Infiltration Evaluation\1925CR Geotechnical and Infiltration Evaluation Upland.doc

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page i

TABLE OF CONTENTS

1.PURPOSE AND SCOPE OF SERVICES .............................................................................................1

2.SITE DESCRIPTION AND PROPOSED DEVELOPMENT...............................................................1

2.1 SITE DESCRIPTION ..................................................................................................................................................................1

3.FIELD EXPLORATION AND LABORATORY TESTING ................................................................2

3.1 FIELD EXPLORATION ..............................................................................................................................................................2

3.2 INFILTRATION TEST INFORMATION......................................................................................................................................3

3.3 LABORATORY TESTING ..........................................................................................................................................................3

4.GEOLOGIC AND SOILS CONDITIONS ...........................................................................................4

4.1 REGIONAL SETTING ................................................................................................................................................................4

4.2 GENERAL SOIL/GEOLOGIC CONDITIONS ............................................................................................................................4

4.2.1 Undocumented Fill ..........................................................................................................................................................................4

4.2.2 Alluvium ..............................................................................................................................................................................................4

4.3 SURFACE AND GROUNDWATER ...........................................................................................................................................5

4.3.1 Surface Water .................................................................................................................................................................................5

4.3.2 Groundwater .....................................................................................................................................................................................5

4.4 FAULTING AND SEISMICITY ....................................................................................................................................................5

4.4.1 Seismic Design Parameters..........................................................................................................................................................5

4.5 LIQUEFACTION AND SEISMICALLY-INDUCED SETTLEMENT ...............................................................................................6

4.6 OTHER SEISMIC HAZARDS .....................................................................................................................................................6

5.CONCLUSIONS AND RECOMMENDATIONS ................................................................................7

5.1 GENERAL ..................................................................................................................................................................................7

5.2 EARTHWORK CONSIDERATIONS ..........................................................................................................................................7

5.2.1 Site Clearing and Demolition ......................................................................................................................................................7

5.2.2 Removals............................................................................................................................................................................................7

5.2.3 Engineered Fills ................................................................................................................................................................................8

5.2.4 Excavation Characteristics ...........................................................................................................................................................8

5.2.5 Shrinkage and Subsidence ...........................................................................................................................................................8

5.3 DESIGN RECOMMENDATIONS ...............................................................................................................................................9

5.3.1 Foundation Design Criteria ..........................................................................................................................................................9

5.3.2 Miscellaneous Foundation Recommendations ....................................................................................................................12

5.3.3 Foundation Set Backs .................................................................................................................................................................12

5.3.4 Retaining and Garden Wall Design and Construction .....................................................................................................12

5.3.5 Soil Corrosivity ...............................................................................................................................................................................15

5.3.6 Soil Sulfate Content .....................................................................................................................................................................15

5.3.7 Import Soils ....................................................................................................................................................................................15

5.3.8 Concrete Flatwork ........................................................................................................................................................................16

5.4 POST CONSTRUCTION CONSIDERATIONS .......................................................................................................................17

5.4.1 Landscape Maintenance and Planting ..................................................................................................................................17

5.4.2 Drainage .........................................................................................................................................................................................17

5.5 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS ....................................................................................................18

6.INTENT ...............................................................................................................................................18

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page ii

TABLE OF CONTENTS

7.LIMITATIONS ....................................................................................................................................19

8.SELECTED REFERENCES .................................................................................................................19

ENCLOSURES
Figure 1 –Site Location and General Site Topography Map Figure 2 –Trench Location Map
Appendix A –Logs of Exploratory Trenches
Appendix B –Laboratory Testing Results
Appendix C –Infiltration Test Data
Appendix D –General Earthwork Grading Guidelines

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 1

1.PURPOSE AND SCOPE OF SERVICES
The purpose of this study was to evaluate the geotechnical conditions for the proposed improvements.Services provided for this study included the following:
Research and review of available geologic data and general information pertinent to the site,
A site reconnaissance,
Excavation of eight exploratory trenches on-site,
Infiltration testing in two shallow exploratory trenches on-site, Collection of soil samples of the on-site materials,
Laboratory testing of selected soil samples collected from the site, Review and evaluation of site seismicity,and;
Compilation of this geotechnical report which presents our preliminary recommendations for site development.

The intent of this report is to aid in the evaluation of the site for future proposed development from a geotechnical perspective.The professional opinions and geotechnical information contained in this report will likely need to be updated based upon our review of the final site development plans. These plans should be provided to GeoTek, Inc. (GeoTek)for review when available.

2.SITE DESCRIPTION AND PROPOSED DEVELOPMENT

2.1 SITE DESCRIPTION
The site is located north of East 15th Street in the city of Upland.The irregular-shaped site is approximately 9.16 acres in size. The site is currently vacant land with no visual indication of previous structural improvements. However,based on a review of aerial photography,the site appears to be part of a storm water basin.

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 2
The site is in an area largely residentially developed. The site is bounded by an existing golf course to the north, residential developments to the south and west and vacant land and the golf course to the east and northeast. An electrical substation is located further to the west.

Based on information provided to us by the client, it is our unde rstanding the proposed improvements include a single-family residential development consisting of 57 residential building pads, several storm water basins and associated roadways.

Specific structural loading was not provided to us. Therefore, this repor t has been prepared based on the proposed residential structures will be of wood -frame construction, two-stories and less and incorporate a concrete slab -on-grade floor.

Based on topographic information provided, the elevation of the site ranges from abou t El. 1413 within the bottom of the existing basin to about El. 1430 along the top of the ascending slopes. The existing slopes appear to be inclined at ratios of about 3:1 (horizontal:vertical).

Although proposed site grades have not been provided, we a nticipate that the existing basin will be filled so that the new buildings will be close to adjacent development site grades.

Accordingly, we anticipate cuts and fills up to about 15 feet in thickness.

If site development differs from the information presented in this report, the recommendations should be subject to further review and evaluation by GeoTek.Final site development plans should be reviewed by GeoTek when they become available.

3.FIELD EXPLORATION AND LABORATORY TESTING

3.1 FIELD EXPLORATION
Our geotechnical field exploration was conducted on June 28, 2018.A geologist from GeoTek logged eight exploratory test trenches excavated with a backhoe . The trenches were located within the vicinity of the proposed improvements (see Trench Location Map,Figure 2).Logs of the exploratory trenches are included in Appendix A.Samples of on-site soils encountered in the excavations were returned to the laboratory for testing and evaluation .

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 3

3.2 INFILTRATION TEST INFORMATION
Two test trenches (T-4 and T-8) were excavated to a depth of approximately four feet below the existing ground surface within proposed storm water retention/basin areas as directed to us by the project civil engineer,Proactive Engineering Consultants.A 11-inch diameter test hole was then excavated at the base of the test trench to a depth of about 12 inches.The test holes were then filled with water to pre-soak the test hole. Following pre-soaking, the test holes were filled with water and the drop in water level as the water percol ated into the underlying soil was recorded every 6 or 30 minutes. The test was continued for a minimum of twelve readings and the final reading was used in the calculation of the infiltration rate. The field data was converted to an infiltration rate via the Porchet method.

The infiltration rates are presented in the follow table for each of the borings after the rates had stabilized.

Test No.Infiltration Rate (inches per hour)
T-4 20.9
T-8 3.48
Copies of the percolation data sheets and infiltration conversion sheets (Porchet Method) are included in Appendix C.

Over the lifetime of the storm water disposal areas, the infiltration rates may be affected by silt build up and biological activities, as well as local variations in near surface soil condi tions. We recommend that an appropriate factor of safety be applied.

3.3 LABORATORY TESTING
Laboratory testing was performed on selected bulk soil samples collected during our field exploration. The purpose of the laboratory testing was to confirm the field classification of the soils encountered and to evaluate their physical properties for use in the engineering design and analysis.Laboratory testing has included expansion index and corrosion potential (pH, resistivity,chloride and sulfate content).Results of the laboratory testing program along with a brief description and relevant information regarding testing procedures are included in Appendix B or on the exploratory logs included in Appendix A .

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 4

4.GEOLOGIC AND SOILS CONDITIONS

4.1 REGIONAL SETTING
The property is situated in the Peninsular Ranges geomorphic province. The Peninsular Ranges province is one of the largest geomorphic units in western North America. It extends approximately 975 miles from the north and north easterly adjacent the Transverse Ranges geomorphic province to the tip of Baja California. This province varies in width from about 30 to 100 miles. It is bounded on the west by the Pacific Ocean, on the south by the Gulf of California and on the east by the Colorado Desert Province.

The Peninsular Ranges are essentially a series of northwest -southeast oriented fault blocks.

Several major fault zones are found in this province. The Elsinore Fault zone and the San Jacinto Fault zone trend northwest-southeast and are found near the middle of the province.

The San Andreas Fault zone borders the northeasterly margin of the province.

More specific to the property, the is located in an area geologically mapped to be underlain by alluvial fan deposits (Morton,D.M.and Miller F.K.,2006).

4.2 GENERAL SOIL/GEOLOGIC CONDITIONS
A brief description of the earth materials encountered at the subject site is presented in the following sections. Based on our field exploration and observations, the site is generally underlain by undocumented fill and alluvium.

4.2.1 Undocumented Fill
Undocumented fill was encountered within five of the test trenches to depths ranging from about 2.5 to 6.5+feet below grade. The undocumented fill encountered consisted of a silty gravelly sand to a silty sand with some cobbles and/or boulders. Trace brick and tile fragments were also observed in the fill within one of the test excavations.

4.2.2 Alluvium
Alluvium was encountered at existing grade and/or below the undocumented fill.In general, the alluvial materials encountered typically consist of silty sand,sand and sandy gravel with variable cobble content.

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 5
According to the results of the laboratory testing performed,the near-surface alluvial soils exhibited a “very low”expansion potential when tested in accordance w ith ASTM D 4829.

The test results are provided in Appendix B.

4.3 SURFACE AND GROUNDWATER

4.3.1 Surface Water
Surface water was not observed on the site during our subsurface exploration .If encountered during the earthwork construction, surface water on this site is the result of precipitation.

Overall site area drainage is generally by sheet flow in a northerly direction.Provisions for surface drainage will need to be accounted for by the project civil engineer.

4.3.2 Groundwater
Groundwater was not encountered in our exploratory excavations. Based on a review of information contained in the State Water Resources Control Board database ( http://www.water.ca.gov/waterdatalibrary/) groundwater is estimated to be greater than 100 feet below ground surface.

Based on the results of our field exploration, review of site area geomorphology and geology, groundwater is not anticipated to adversely affect the proposed improvements .

4.4 FAULTING AND SEISMICITY
The geologic structure of the entire southern California area is dominated mainly by northwest-trending faults associated with the San Andreas system. The site is in a seismically active region. No active or potentially active fault is presently known to exist at this site nor is the site situated within an “Alquist-Priolo”Earthquake Fault Zone.The nearest mapped active faults are the Sierra Madre fault, located about 2.6 miles to the north and the Red Hill -Etiwanda fault located about 5.3 miles to the northeast.

Based on a review of the San Bernardino County Geologic Hazard Overlays (Sheet FH 27C), the site is not located within a designated fault hazard, liquefaction hazard or landslide hazard area.

4.4.1 Seismic Design Parameters
The site is located at approximately 34.1184°Latitude and -117.6332°Longitude. Site spectral accelerations (Ss and S1), for 0.2 and 1.0 second periods for a Class “D” site, were determined from the USGS Website, Earthquake Hazards Program, U.S. Seismic Design Maps for Risk - Targeted Maximum Considered Earthquake (MCER) Ground Motion Response Accelerations

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 6
for the Conterminous 48 States by Latitude/Longitude. The results are presented in the following table:

SITE SEISMIC PARAMETERS
Mapped 0.2 sec Period Spectral Acceleration, Ss 1.786g
Mapped 1.0 sec Period Spectral Acceleration, S1 0.629g
Site Coefficient for Site Class “D”, Fa 1.0
Site Coefficient for Site Class “D”, Fv 1.5
Maximum Considered Earthquake Spectral Response
Acceleration for 0.2 Second, SMS 1.786g
Maximum Considered Earthquake Spectral Response
Acceleration for 1.0 Second, SM1 0.944g
5% Damped Design Spectral Response Acceleration
Parameter at 0.2 Second, SDS 1.190g
5% Damped Design Spectral Response Acceleration
Parameter at 1 second, SD1 0.629g
Final selection of the appropriate seismic design coefficients should be made by the project structural engineer based upon the local practices and ordinances, expected building response and desired level of conservatism.

4.5 LIQUEFACTION AND SEISMICALLY-INDUCED SETTLEMENT
Based on a review of the San Bernardino County Geologic Hazard Overlay Map (FH 27C- Ontario), the site is not located within a designated liquefaction hazard zone. A review of the groundwater contours noted on the map by Carson and Matti (Carson and Matti, 1985), the depth to groundwater is greater than 200 feet below grade. G roundwater data ( http://www.water.ca.gov/waterdatalibrary/)also suggests that groundwater is at a depth greater than 100 feet below existing grade.

Liquefaction is not considered to be a hazard at the subject site due to the great depth to groundwater (greater than 50 feet)and the current geologic hazard mapping .

4.6 OTHER SEISMIC HAZARDS
The site is not mapped within a zone of generalized landslide susceptibility per the California Geological Survey.Evidence of ancient landslides or slope instabilities at this site was not observed during our investigation.Thus, the potential for landslides is considered negligible for design purposes.

The potential for secondary seismic hazards such as a seiche or tsunami is considered negligible due to site elevation and distance to an open body of water.

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 7

5.CONCLUSIONS AND RECOMMENDATIONS

5.1 GENERAL
The anticipated site development appears feasible from a geotechnical viewpoint provided that the following recommendations,and those provided by this firm at a later date,are properly incorporated into the design and construction phases of development.Site development and grading plans should be reviewed by GeoTek when they become available.

5.2 EARTHWORK CONSIDERATIONS
Earthwork and grading should be performed in accordance with the applicable grading ordinances of the City of Upland,the 2016 California Building Code (CBC),and recommendations contained in this report.The Grading Guidelines included in Appendix D outline general procedures and do not anticipate all site -specific situations. In the event of conflict, the recommendations presented in the text of this report should supersede those contained in Appendix D.

5.2.1 Site Clearing and Demolition
In areas of planned grading and improvements, the site should be cleared of vegetation, roots, and debris. These materials should be properly disposed of off-site.Voids resulting from site clearing should be replaced with engineered fill materials with expansion characteristics similar to the on-site soils.

5.2.2 Removals
Due to the presence of undocumented fill and the disturbed nature of the exposed alluvium , we recommend that the existing soils be removed to a depth of at least four feet below existing or finish grade, whichever is deeper.In areas where fill is exposed at the base of the over-excavation, the exposed fill soils should be examined by a GeoTek representative to determine if additional removals are warranted.

A minimum of three feet of engineered fill should be provided below the bottom of the proposed footings.The horizontal extent of removals should extend at least eight feet outside the perimeter footings and floor-slabs, or a distance equal to the depth of over-excavation below the bottom of the structural elements, whichever is greater.

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 8

5.2.2.1 Pavement and Hardscape Areas
A minimum of 12 inches of engineered fill should be provided below asphaltic concrete pavement and Portland cement concrete hardscape areas. The horizontal extent of removals should extend at least two feet beyond the edge.

5.2.2.2 Preparation of Areas to Receive Engineered Fill A representative of this firm should observe the bottom of all excavati ons. Upon approval, the exposed soils and all soils in areas to receive engineered fill should be scarified to a depth of approximately 12 inches, moistened to slightly over the optimum moisture content and compacted to a minimum relative compaction of 90 percent (ASTM D 1557).

5.2.3 Engineered Fills
The on-site soils are generally considered suitable for reuse as engineered fill provided they are free from vegetation, debris and other deleterious material.Due to the presence of cobbles and boulders, some sorting of over-sized materials (+6 inches) is also expected to be necessary.

The undercut areas should be brought to the final subgrade elevations with fill materials that are placed in eight inch or less loose lifts,moisture conditioned to at least the optimum moisture content and compacted to a minimum relative compaction of 90 percent as determined by ASTM Test Method D 1557.The upper one foot of pavement subgrade should be compacted to 95 percent (ASTM D 1557).

5.2.4 Excavation Characteristics
Excavation in the on-site soils is expected to be feasible utilizing heavy-duty grading equipment in good operating condition. All temporary excavations for grading purposes and installation of underground utilities should be constructed in accordance with local and Cal-OSHA guidelines.

Temporary excavations within the on-site materials should be stable at 1:1 (horizontal:vertical) inclinations for cuts less than four feet in height.Some excavation difficulties could result due to the presence of cobbles and boulders.

5.2.5 Shrinkage and Subsidence
Several factors will impact earthwork balancing on the site, including shrinkage,subsidence, trench spoil from utilities and footing excavations,as well as the accuracy of topography.

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 9
Shrinkage is primarily dependent upon the degree of compactive effort achieved during construction. For planning purposes, a shrinkage factor of approximately 5 to 15 percent may be considered for the materials requiring removal and /or recompaction.Site balance areas should be available in order to adjust project grades, depending on actual field conditions at the conclusion of earthwork construction.Subsidence on the order of 0.1 to 0.2 feet may occur.

5.3 DESIGN RECOMMENDATIONS

5.3.1 Foundation Design Criteria
The soils tested within our laboratory indicated the site soils possess a “very low”(0≤EI<20) expansion potential in accordance with ASTM D 4829.Foundation design criteria, in general conformance with the 2016 CBC, are presented below.Typical design criteria for the site based upon a “very low”expansion potential are tabulated below. These are minimal recommendations and are not intended to supersede the design by the project structural engineer.

The foundation elements for the proposed structures should bear entirely i n engineered fill soils. Foundations should be designed in accordance with the 2016 California Building Code (CBC).

Expansion index and soluble sulfate testing of the soils should be performed during construction to evaluate the as-graded conditions.Final recommendations should be based upon the as-graded soils conditions.

A summary of our foundation design recommendations is presented in the following table:

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 10

GEOTECHNICAL RECOMMENDATIONS FOR FOUNDATION DESIGN
Design Parameter “Very Low” Expansion Potential
0≤EI≤20
Foundation Depth or Minimum Perimeter Beam
Depth (inches below the lowest adjacent grade)
One-Story –12
Two-Stories –18
Minimum Foundation Width (inches)*One-to Two-Stories –12 Minimum Slab Thickness (inches)4 -Actual
Sand Blanket and Moisture Retardant membrane
below On-Grade Building Slabs
2 inches of sand** overlying moisture vapor retardant
membrane overlying 2 inches of sand**
Minimum Slab Reinforcing 6” x 6”–W1.4/W1.4 welded wire fabric placed in the middle of slab
Minimum Footing Reinforcement for Continuous
Footings, Grade Beams and Retaining Wall Footings
Two No. 4 reinforcing bars, one placed near the top
and one near the bottom
Presaturation of Subgrade Soil
(Percent of Optimum/Depth in Inches)
Minimum of 100% of the optimum moisture content
to a depth of at least 12 inches prior to placing
concrete
*Code minimums per Table 1809.7 of the 2016 CBC
**Sand should have a sand equivalent of at least 30
An allowable bearing capacity of 2,000 pounds per square foot (psf) may be used for design of building and retaining wall footings.This value may be increased by 300 psf for each additional 12 inches of embedment depth and by 200 psf for each additional 12 inches in width to a maximum of 3,000 psf.The allowable bearing capacity may be increased by one- third when considering short-term wind and/or seismic loads.

For footings designed in accordance with the recommendations presented in this report, we would anticipate a maximum static settlement of less than one inch and a maximum differential static settlement of less than ½-inch in a 40-foot span. We recommend that the structural engineer evaluate the seismic-induced settlement and determine the impact on the proposed improvements.

The passive earth pressure may be computed as an equivalent fluid having a density of 300 psf per foot of depth, to a maximum earth pressure of 3,000 psf for footings founded on engineered fill. A coefficient of friction between soil and concrete of 0.40 may be used with dead load forces. The upper one foot of soil below the adjacent grade should not be used in calculating passive pressure. When combining passive and frictional resistance, the passive pressure component should be reduced by one -third.

A moisture and vapor retarding syste m should be placed below slabs-on-grade where moisture migration through the slab is undesirable. Guidelines for these are provided in the 2013 California Green Building Standards Code (CALGreen) Section 4.505.2 and the 2013 CBC Section 1907.1 and ACI 360R-10. The vapor retarder design and construction should also

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 11
meet the requirements of ASTM E1643. A portion of the vapor retarder design should be the implementation of a moisture vapor retardant membrane.

It should be realized that the effectiveness of the vapor retarding membrane can be adversely impacted as a result of construction related punctures (e.g. stake penetrations, tears, punctures from walking on the aggregate layer, etc.). These occurrences should be limited as much as possible during construction. Thicker membranes are generally more resistant to accidental puncture than thinner ones. Products specifically designed for use as moisture/vapor retarders may also be more puncture resistant. Although the CBC specifies a six -mil vapor retarder membrane, it is GeoTek’s opinion that a minimum 10 mil thick membrane with joints properly overlapped and sealed should be considered, unless otherwise specified by the slab design professional. The membrane should consist of Stego wrap or the equivale nt.

Moisture and vapor retarding systems are intended to provide a certain level of resistance to vapor and moisture transmission through the concrete, but do not eliminate it. The acceptable level of moisture transmission through the slab is to a large extent based on the type of flooring used and environmental conditions. Ultimately, the vapor retarding system should be comprised of suitable elements to limit migration of water and reduce transmission of water vapor through the slab to acceptable levels. The selected elements should have suitable properties (i.e., thickness, composition, strength, and permeability) to achieve the desired performance level. Consideration should be given to consulting with an individual possessing specific expertise in this area for additional evaluation.

Moisture retarders can reduce, but not eliminate, moisture vapor rise from the underlying soils up through the slab. Moisture retarders should be designed and constructed in accordance with applicable American Concrete Institute, Portland Cement Association, Post-Tensioning Concrete Institute, ASTM and California Building Code requirements and guidelines.

GeoTek recommends that a qualified person, such as the flooring contractor, structural engineer, and/or architect be consulted to evaluate the general and specific moisture vapor transmission paths and associated potential impact.

In addition, the recommendations in this report and our services in general are not intended to address mold prevention, since we along with geotechnical consultants in general, do not practice in areas of mold prevention. If specific recommendations are desired, a professional mold prevention consultant should be contacted.

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 12

5.3.2 Miscellaneous Foundation Recommendations
To reduce moisture penetration beneath the slab on grade areas, utility trenches should be backfilled with engineered fill, lean concrete or concrete slurry where they intercept the perimeter footing or thickened slab edge. Soils from the footing excavations should not be placed in the slab-on-grade areas unless properly compacted and tested. The excavations should be free of loose/sloughed materials and be neatly trimmed at the time of concrete placement. Under-slab utility trenches should be compacted to project specifications . Compaction should be achieved with a mechanical compaction device. If soils to be used as backfill have dried out, they should be thoroughly moisture conditioned prior to placement in trenches.

5.3.3 Foundation Set Backs
Minimum setbacks for all foundations should comply with the 2016 CBC or City of Upland requirements, whichever is more stringent. Improvements not conforming to these setbacks are subject to the increased likelihood of excessive lateral movements and/or differential settlements. If large enough, these movements can compromise the integrity of the improvements.

The bottom of any proposed foundations should be deepened so as to extend below a 1:1 upward projection from the bottom edge of the nearest excavation and the bottom edge of the closest footing.

5.3.4 Retaining and Garden Wall Design and Construction

5.3.4.1 General Design Criteria
Recommendations presented in this report apply to typical masonry or concrete vertical retaining walls to a maximum height of up to six feet.Additional review and recommendations should be requested for higher walls.These are typical design criteria and are not intended to supersede the design by the structural engineer .

Retaining wall foundations should be embedded a minimum of 12 inches into engineered fill.

Retaining wall foundations should be designed in accordance with Section 5.3.1 of this report.

Structural needs may govern and should be evaluated by the project structural engineer.

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 13
All earth retention structure plans, as applicable, should be reviewed by this office prior to finalization.

Earthwork considerations, site clearing and remedial earthwork for all earth retention structures should meet the requirements of this report, unless specifically provided otherwise, or more stringent requirements or recommendations are made by the designer. The backfill material placement for all earth retention structures should meet the requirement of Section

5.3.4.3 in this report.

In general, cantilever earth retention structures, which are designed to yield at least 0.001H, where H is equal to the height of the earth retention structure ,may be designed using the active condition. Rigid earth retention structures (including but not limited to rigid walls, and walls braced at top, such as typical basement walls)should be designed using the at-rest condition.

In addition to the design lateral forces due to retained earth, surcharge s due to improvements, such as an adjacent building or traffic loading, should be considered in the design of the earth retention structures. Loads applied within a 1:1 (h:v) projectio n from the surcharge on the stem of the earth retention structure shou ld be considered in the design.

Final selection of the appropriate design parameters should be made by the designer of the earth retention structures.

5.3.4.2 Cantilevered Walls
The recommendations presented below are for cantilevered retaining walls up to six feet high.

Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events, or adverse geologic conditions.

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 14

ACTIVE EARTH PRESSURES
Surface Slope of Retained Materials
(h:v)
Equivalent Fluid Pressure
(pcf)
Select Backfill* and Native Soils
Level 30
2:1 45
*The design pressures assume the backfill material has an expansion index less than or equal to 20.Backfill zone includes area between back of the wall to a plane (1:1 h:v) up from bottom of the wall foundation (on the backside of the wall)to the ground surface.

5.3.4.3 Retaining Wall Backfill and Drainage
The wall backfill should also include a minimum one-foot wide section of ¾-to one-inch clean crushed rock (or an approved equivalent). The rock should be placed immediately adjacent to the back of the wall and extend up from a back drain to within approximately 24 inches of the finish grade. The upper 24 inches should consist of compacted on -site materials.The rock should be separated from the earth with filter fabric. T he presence of other materials might necessitate revision to the parameters provided and modification of the wall designs. The backfill materials should be placed in lifts no greater than eight inches in thickness and compacted to a minimum of 90 percent relative compaction in accordance wit h ASTM Test Method D 1557. Proper surface drainage needs to be provided and maintained.

As an alternative to the drain, rock and fabric, Miradrain 2000 or approved equivalent may be used behind the retaining wall. The Miradrain 2000 should extend from t he base of the wall to within two feet of the ground surface. The subdrain should be placed in direct contact with the Miradrain 2000.

Retaining walls should be provided with an adequate pipe and gravel back drain system to help prevent buildup of hydrostatic pressures. Backdrains should consist of a four-inch diameter perforated collector pipe (Schedule 40, SDR 35, or approved equivalent)embedded in a minimum of one cubic foot per linear foot of ¾-to one-inch clean crushed rock or an approved equivalent, wrapped in filter fabric (Mirafi 140N or an approved equivalent). The drain system should be connected to a suitable outlet.Waterproofing of site walls should be performed where moisture migration through the wall s is undesirable.

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 15

5.3.4.4 Restrained Retaining Walls
Retaining walls that will be restrained at the top that support level backfill or that have reentrant or male corners, should be designed for an equivalent at-rest fluid pressure of 55 pcf, plus any applicable surcharge loading. For areas of ma le or reentrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner, or a distance otherwise determined by the project structural engineer.

5.3.4.5 Other Design Considerations
Wall design should consider the additional surcharge loads from superjacent slopes and/or footings, where appropriate.
No backfill should be placed against concrete until minimum design strengths are evident by compression tests of cylinders.
The retaining wall footing excavations, backcuts, and backfill materials should b e approved by the project geotechnical engineer or their authorized representative. Positive separations should be provided in garden walls at horizontal distances not exceeding 20 feet.

5.3.5 Soil Corrosivity
The soil resistivity at this site was tested in the laboratory on one sample collected during the field investigation.The results of the testing indicate that the on -site soils (resistivity =65,660 ohm-cm)are considered “progressively less corrosive”to buried ferrous metal in accordance with current standards used by corrosion engineers. We recommend that a corrosion engineer be consulted to provide recommendations for the protection of buried ferrous metal at this site.

5.3.6 Soil Sulfate Content
The sulfate content was determined in the laboratory for one on-site soil samples.The results indicate that the water-soluble sulfate result is less than 0.1 percent by weight, which is considered “not applicable” (negligible)as per Table 4.2.1 of ACI 318.

5.3.7 Import Soils
Import soils should have expansion characteristics similar to the on -site soils (EI<20). GeoTek also recommends that the proposed import soils be tested for expansion and corrosivity potential. GeoTek should be notified a minimum of 72 hour s prior to importing so that appropriate sampling and laboratory testing can be performed.

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 16

5.3.8 Concrete Flatwork

5.3.8.1 Exterior Concrete Slabs, Sidewalks and Driveways Exterior concrete slabs, sidewalks and driveways should be designed using a four -inch minimum thickness. No specific reinforcement is required from a geotechnical perspective.

However, some shrinkage and cracking of the concrete should be anticipated as a result of typical mix designs and curing practices commonly utilized in residential construction.

Sidewalks and driveways may be under the jurisdiction of the governing agency. If so, jurisdictional design and construction criteria would apply, if more restrictive than the recommendations presented in this report.

Subgrade soils (typically “very low” expansion potential)should be pre-moistened prior to placing concrete. The subgrade soils below exterior slabs, sidewalks, driveways, etc.at the subject site should be pre-saturated to a minimum of 100 percent of optimum moisture content to a depth of at least 12 inches.

All concrete installation, including preparation and compaction of subgrade, should be done in accordance with City of Upland specifications, and under the observati on and testing of GeoTek and a City/County inspector, if necessary.

5.3.8.2 Concrete Performance
Concrete cracks should be expected. These cracks can vary from sizes that are essentially unnoticeable to more than 0.125-inch in width. Most cracks in concrete ,while unsightly,do not significantly impact long-term performance. While it is possible to take measures (proper concrete mix, placement, curing, control joints, etc.) to reduce the extent and size of cracks , some cracking will occur despite the best efforts to minimize it. Concrete can also undergo chemical processes that are dependent upon a wide range of variables, which are difficult, at best, to control. Concrete, while seemingly a stable material ,is subject to internal expansion and contraction due to external changes over time.

One of the simplest means to control cracking is to provide weakened control joints for cracking to occur along. These do not prevent cracks from developing; they simply provide a relief point for the stresses that develop. These joints are a widely accepted means to control cracks but are not always effective. Control joints are more effective the more closely spaced they are. GeoTek suggests that control joints be placed in two orthogonal directions and located a distance apart approximately equal to 24 to 36 times the slab thickness.

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 17
Exterior concrete flatwork (patios, walkways, driveways, etc.) is often some of the most visible aspects of site development. They are typically given the least level of quality control, being considered “non-structural” components. We suggest that the same standards of care be applied to these features as to the structures themselves.

5.4 POST CONSTRUCTION CONSIDERATIONS

5.4.1 Landscape Maintenance and Planting
Water has been shown to weaken the inherent strength of soil, and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Controlling surface drainage and runof f and maintaining a suitable vegetation cover can minimize erosion. Plants selected for landscaping should be lightweight, deep-rooted types that require little water and are capable of surviving the prevailing climate.

Overwatering should be avoided. Care should be taken when adding soil amendments to avoid excessive watering. An abatement program to control ground -burrowing rodents should be implemented and maintained since they can decrease the long-term performance of slopes.

It is common for planting to be placed adjacent to the structures in planter or lawn areas. This will result in the introduction of water into the ground adjacent to the foundation. This type of landscaping should be avoided.

5.4.2 Drainage
Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond or seep into the ground adjacent to the footings.Soil areas within 10 feet of the proposed structures should slope at a minimum of five percent away from the building, if possible, unless the area is paved. Paved areas are to be sloped two percent away from the structure.Pad drainage should be directed toward approved areas and not be blocked by other improvements.

It is the owner’s responsibility to maintain and clean drainage devices on or contiguous to their lot. In order to be effective, maintenance should be conducted on a regular and routine schedule and necessary corrections made prior to each ra iny season.

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 18

5.5 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS
We recommend that specifications and foundation plans be reviewed by this office prior to construction to check for conformance with the recommendations of this report. We also recommend that GeoTek representatives be present during site grading and foundation construction to observe and document proper implementation of the geotechnical recommendations.The owner/developer should verify that GeoTek representatives perform at least the following duties:
Observe site clearing and grubbing operations for proper removal of unsuitable materials.
Observe and test bottom of removals prior to fill placement. Evaluate the suitability of on-site and import materials for fill placement and collect soil samples for laboratory testing where necessary.
Observe the fill for uniformity during placement,including utility trench backfill. Also, perform field density testing of the fill materials .
Observe and probe foundation excavations to confirm suitability of bearing materials with respect to density.
Observe retaining wall backdrain.

If requested, a construction observation and compaction report can be provided by GeoTek, which can comply with the requirements of the governmental agencies having jurisdiction ov er the project.We recommend that these agencies be notified prior to commencement of construction so that necessary grading permits can be obtained.

6.INTENT
It is the intent of this report to aid in the design and construction of the proposed development.Implementation of the advice presented in this report is intended to reduce risk associated with construction projects. The professional opinions and geotechnical advice contained in this report are not intended to imply total performance of the project or guarantee that unusual or variable conditions will not be discovered during or after construction.

The scope of our evaluation is limited to the boundaries of the subject property. This review does not and should in no way be construed to encompass a ny areas beyond the specific area of the proposed construction as indicated to us by the client. Further, no evaluation of any

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 19
existing site improvements is included. The scope is based on our understanding of the project and the client’s needs, our fee estimate (Proposal No.P-0602818) dated June 11, 2018 and geotechnical engineering standards normally used on similar projects in this locality at the present.

7.LIMITATIONS
Our findings are based on site conditions ob served and the stated sources.GeoTek has prepared this report in a manner consistent with that level of care and skill ordinarily exercised by members of the engineering and science professions currently practicing under similar conditions in the jurisdiction in which the services are provided , subject to the time limits and physical constraints applicable to this report.

Our recommendations are based on the site cond itions observed and encountered and laboratory testing. Our conclusions and recommendations are professional opinions that ar e limited to the extent of the available data. Observations during construction are important to allow for any change in recommendations found to be warranted. These opinions have been derived in accordance with current standards of practice and no warra nty of any kind is expressed or implied. Standards of care/practice are subject to change with time.

8.SELECTED REFERENCES
American Concrete Institute (ACI), 2006, Publication 302.2R -06, Guide for Concrete Slabs That Receive Moisture Sensitive Flooring Ma terials.
_____, 2010, Publications 360R-10, Guide to Design of Slabs-On-Ground.

American Society of Civil Engineers (ASCE),2013, “Minimum Design Loads for Buildings and Other Structures,” ASCE/SEI 7-10, Third Printing, Errata Incorporated through March 15 .

California Code of Regulations, Title 24, 2016,“California Building Code,” 3 volumes.

Carson, S. E. and Matti, J.C., 1985, “Contour Map Showing Minimum Depth to Groundwater, Upper Santa Anan River Valley, California, 1973 -1979”, USGS Map MF-1802.

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page 20
Dibblee, T.W. and Minch, J.A., 2002, “Geologic Map of the San Dimas and Ontario Quadrangles, Los Angeles and San Bernar dino Counties, California,”Dibblee Geological Foundation, Dibblee Foundation Map DF-91, scale 1:24,000.

GeoTek, Inc., In-house proprietary information.

National Association of Corrosion Engineers, 1984,“Corrosion Basics, An Introduction”.

Peck, R. B., Hanson, W. E. and Thornburn, T. H., 1974, “Foundation Engineering”, Second Edition.

San Bernardino County Land Use Services Geologic Hazard Maps ( http://cms.sbcounty.gov/lus/Planning/ZoningOverlayMaps/GeologicHazardMaps.aspx ) Seismic Design Values for Buildings ( http://geohazards.usgs.gov/designmaps/us/application.php) .

Terzaghi, K. and Peck, R. B., 1967, “Soil Mechanics in Engineering Practice”, Second Edition.

The County of San Bernardino Areawide Stormwater Program, Technical Guidance Document (TGD) for Water Quality Management Plans, Appendix VII., Infiltration Rate Evaluation Protocol and Factor of Safety Recommendations, with an effective date of September 19, 2013.

Frontier Enterprises
APNs 1045-121-02 and 1045-151-34
Upland, San Bernardino County, California
Project No. 1925-CR
Figure 1
Site Location
and General
Site
Topography
Map

APPROXIMATE

SITE AREA
Modified from USGS
Guasti, Mount Baldy,
Ontario and
Cucamonga Peak 7.5-
minute Topographic
Map Sheets

Figure 2
Trench
Location Map
Frontier Enterprises
APNs 1045-121-02 and 1045-151-34
Upland, San Bernardino County, California
GeoTek Project No. 1925-CR
Legend
Approximate
Trench Location
T-8
T-8
T-1
T-7
Subject
Property
T-2
T-3
T-4
T-5
T-6

APPENDIX A

LOGS OF EXPLORATORY TRENCHES
APNs 1045-121-02 & 1045-151-34
Upland, San Bernardino County, California
Project No.1925-CR

Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page A-1

A -FIELD TESTING AND SAMPLING PROCEDURES
The Modified Split-Barrel Sampler (Ring)
The ring sampler is driven into the ground in accordance with ASTM Test Method D 3550. The sampler, with an external diameter of 3.0 inches, is lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sampler is typically driven into the ground 12 or 18 inches with a 140-pound hammer free falling from a height of 30 inches. Blow counts are recorded for every 6 inches of penetration as indicated on the log of boring. The samples are removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing.

Bulk Samples (Large)
These samples are normally large bags of earth materials over 20 pounds in weight collected from the field by means of hand digging or exploratory cuttings.

Bulk Samples (Small)
These are plastic bag samples which are normally airtight and contain less than 5 pou nds in weight of earth materials collected from the field by means of hand digging or exploratory cuttings. These samples are primarily used for determining natural moisture content and classification indices .

B –TRENCH LOG LEGEND
The following abbreviations and symbols often appear in the classification and description of soil and rock on the logs of trenches:

SOILS
USCS Unified Soil Classification System
f-c Fine to coarse
f-m Fine to medium

GEOLOGIC
B: Attitudes Bedding: strike/dip
J: Attitudes Joint: strike/dip
C: Contact line
………..Dashed line denotes USCS material change
Solid Line denotes unit / formational change
Thick solid line denotes end of the trench
(Additional denotations and symbols are provided on the log of trenches)

GeoTek, Inc.

LOG OF EXPLORATORY TRENCH
DRW
Backhoe
6/28/2018
SM
SP
No groundwater
Sample type: ---Water Table
Lab testing: RV = R-Value Test
MD = Maximum Density
CLIENT:Frontier Enterprises LOGGED BY:

PROJECT NAME:Upland Basin EQUIPMENT
PROJECT NO.:1925-CR DATE:

LOCATION:See Exploration Location Map

SAMPLES
US
C
S

S
y
m
b
o
l
TRENCH NO.: T-1
Laboratory Testing
De
p
t
h

(
f
t
)
Sa
m
p
l
e

T
y
p
e
Bl
o
w

C
o
u
n
t
Wa
t
e
r

C
o
n
t
e
n
t
(%
)
Dr
y

D
e
n
s
i
t
y
(p
c
f
)
5 Ot
h
e
r
s

MATERIAL DESCRIPTION AND COMMENTS

UNDOCUMENTED ARTIFICIAL FILL
Silty gravelly f-c SAND, light brown, dry, some boulders up to 24", some roots
Gravelly f-c SAND, gray, dry, some cobbles, rare boulders up to 18" 10 Cobble Silty f-c SAND, gray, dry
TRENCH TERMINATED AT 6.5 FEET (REFUSAL)
15 LE
G
E
N
D
---Ring ---Large Bulk
AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis SR = Sulfate/Resistivity Test SH = Shear Test HC= Consolidation Backfilled with excavated soils