Project Specific Water Quality Management Plan
A Template for preparing Project Specific WQMPs for Priority Development Projects located within the Santa Margarita Region of Riverside County. This template does not apply to projects in other watersheds within Riverside County. It does not apply to projects in San Diego or Orange County.
Project Title: MTA Tire Shop
Development No: Pending
Design Review/Case No: Pending
Original Date Prepared: 7/8/2022
Revision Date(s): 3/26/2023
Prepared for Compliance with Regional Board Order No. R9- 2013-0001 as amended by Order No. R9-2015-0001 and Order No. R9-2015-0100 Prepared for: Jim Blechen (808) 987-
6549
Prepared by: John Johnson, P.E. Kolibrien
Inc., 41197 Golden Gate Circle, Suite 103,
Murrieta, CA 92592, (951) 252-1034
Preliminary
Final
A Brief Introduction
The Regional Municipal Separate Stormwater Sewer System (MS4) Permit1 requires that a Project-Specific WQMP be prepared for all development projects within the Santa Margarita Region (SMR) that meet the ‘Priority Development Project’ categories and thresholds listed in the SMR Water Quality Management Plan (WQPM). This Project-Specific WQMP Template for Development Projects in the Santa Margarita Region has been prepared to help document compliance and prepare a WQMP submittal. Below is a flowchart for the layout of this Template that will provide the steps required to document compliance.
1 Order No. R9-2013-0001 as amended by Order Nos. R9-2015-0001 and R9-2015-0100, NPDES No. CAS0109266, National Pollutant Discharge Elimination System (NPDES) Permit and Waste Discharge Requirements for Discharges from the MS4s Draining the Watersheds within the San Diego Region, California Regional Water Quality Control Board, May 8, 2013.
Section A
• Project and Site Information
• Identification of LID and
Hydromodification
requirements, if any
Section B
• Optimize Site Utilization (LID
Principles)
Section C
• Delineate Drainage
Management Areas (DMAs)
Section D
• Technical Feasibility
• Implement LID BMPs
Section E
• Technical Feasibility
• Implement Hydromodification
BMPs
Section F
• Document Alternative
Compliance Measures
Section G
• Implement Trash Capture
BMPs
Section H
• Specify Source Control BMPs
Section I
• Cordinate Submittal w/Other
Site Plans
Section J
• Operation, Maintenance, and
Funding
Section K
• Acronyms, Abbreviations, and
Definitions
Appendices
• Placeholders for supporting
material
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OWNER’S CERTIFICATION
This Project-Specific WQMP has been prepared for Jim Blechen by Kolibrien Inc. for the MTA Tire Shop project.
This WQMP is intended to comply with the requirements of City of Murrieta Stormwater and Runoff Management and Discharge Controls Municipal Code Section 8.36.320, Water Quality Management Plan, which includes the requirement for the preparation and implementation of a Project-Specific WQMP.
The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for the implementation and funding of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. In addition, the property owner accepts responsibility for interim operation and maintenance of Stormwater Best Management Practices until such time as this responsibility is formally transferred to a subsequent owner. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under the City of Murrieta Stormwater and Runoff Management and Discharge Controls (Municipal Code Section 8.36). "I, the undersigned, certify under penalty of law that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest."
Owner’s Signature Date
Owner’s Printed Name Owner’s Title/Position
PREPARER’S CERTIFICATION
“The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control Best Management Practices in this plan meet the requirements of Regional Water Quality Control Board Order No. R9- 2013-0001 as amended by Order Nos. R9-2015-0001 and R9-2015-0100.”
Preparer’s Signature Date
Preparer’s Printed Name Preparer’s Title/Position
Preparer’s Licensure:
John Johnson, PE Principal
8/30/23
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Table of Contents
Section A: Project and Site Information........................................................................................................ 6 A.1 Maps and Site Plans ............................................................................................................................ 7 A.2 Identify Receiving Waters ................................................................................................................... 7 A.3 Drainage System Susceptibility to Hydromodification ....................................................................... 8 A.4 Additional Permits/Approvals required for the Project: .................................................................... 8 Section B: Optimize Site Utilization (LID Principles) ................................................................................... 10 Section C: Delineate Drainage Management Areas (DMAs) ....................................................................... 15 Section D: Implement LID BMPs ................................................................................................................. 10 D.1 Full Infiltration Applicability ............................................................................................................. 10 D.2 Biofiltration Applicability .................................................................................................................. 12 D.3 Feasibility Assessment Summaries ................................................................................................... 14 D.4 LID BMP Sizing .................................................................................................................................. 16 Section E: Implement Hydrologic Control BMPs and Sediment Supply BMPs ........................................... 18 E.1 Hydrologic Control BMP Selection .................................................................................................... 18 E.2 Hydrologic Control BMP Sizing .......................................................................................................... 19 E.3 Implement Sediment Supply BMPs ................................................................................................... 19 Section F: Alternative Compliance .............................................................................................................. 24 F.1 Identify Pollutants of Concern........................................................................................................... 24 F.2 Treatment Control BMP Selection .................................................................................................... 27 F.3 Sizing Criteria ..................................................................................................................................... 27 F.4 Hydrologic Performance Standard – Alternative Compliance Approach .......................................... 28 Section G: Implement Trash Capture BMPs................................................................................................ 29 Section H: Source Control BMPs ................................................................................................................. 31 Section I: Coordinate Submittal with Other Site Plans ............................................................................... 32 Section J: Operation, Maintenance and Funding ........................................................................................ 33 Section K: Acronyms, Abbreviations and Definitions ................................................................................. 34
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List of Tables
Table A-1 Identification of Receiving Waters ............................................................................................... 7 Table A-2 Identification of Susceptibility to Hydromodification .................................................................. 8 Table A-3 Other Applicable Permits .............................................................................................................. 8 Table C-1 DMA Identification ...................................................................................................................... 15 Table C-2 Type ‘A’, Self-Treating Areas ......................................................................................................... 7 Table C-3 Type ‘B’, Self-Retaining Areas ....................................................................................................... 8 Table C-4 Type ‘C’, Areas that Drain to Self-Retaining Areas ........................................................................ 8 Table C-5 Type ‘D’, Areas Draining to BMPs ................................................................................................. 9 Table D-1 Infiltration Feasibility .................................................................................................................. 11 Table D-2 Geotechnical Concerns for Onsite Infiltration ........................................................................... 12 Table D-3 Evaluation of Biofiltration BMP Feasibility ................................................................................ 13 Table D-4 Proprietary BMP Approval Requirement Summary ................................................................... 13 Table D-5 LID Prioritization Summary Matrix ............................................................................................. 14 Table D-6 DCV Calculations for LID BMPs ................................................................................................... 16 Table D-7 LID BMP Sizing ............................................................................................................................ 16 Table E-1 Hydrologic Control BMP Sizing .................................................................................................... 19 Table E-2 Triad Assessment Summary ........................................................................................................ 22 Table F-1 Summary of Approved 2010 303(d) listed waterbodies and associated pollutants of concern for the Riverside County SMR Region and downstream waterbodies. ............................................................ 25 Table F-2 Potential Pollutants by Land Use Type ........................................................................................ 26 Table F-3 Treatment Control BMP Selection .............................................................................................. 27 Table F-4 Treatment Control BMP Sizing .................................................................................................... 27 Table F-5 Offsite Hydrologic Control BMP Sizing ........................................................................................ 28 Table G-1 Sizing Trash Capture BMPs ......................................................................................................... 29 Table G-2 Approximate precipitation depth/intensity values for calculation of the Trash Capture Design Storm ........................................................................................................................................................... 29 Table G-3 Trash Capture BMPs ................................................................................................................... 30 Table I-1 Construction Plan Cross-reference .............................................................................................. 32 Table I-2 Other Applicable Permits ............................................................................................................. 32 List of Appendices
Appendix 1: Maps and Site Plans ................................................................................................................ 41 Appendix 2: Construction Plans .................................................................................................................. 42 Appendix 3: Soils Information ..................................................................................................................... 44 Appendix 4: Historical Site Conditions ........................................................................................................ 45 Appendix 5: LID Infeasibility ........................................................................................................................ 46 Water Quality Management Plan (WQMP)
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Appendix 6: BMP Design Details ................................................................................................................. 47 Appendix 7: Hydromodification .................................................................................................................. 48 Appendix 8: Source Control ........................................................................................................................ 49 Appendix 9: O&M ....................................................................................................................................... 50 Appendix 10: Educational Materials ........................................................................................................... 43 Water Quality Management Plan (WQMP)
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Section A: Project and Site Information
Use the table below to compile and summarize basic site information that will be important for completing subsequent steps. Subsections A.1 through A.4 provide additional detail on documentation of additional project and site information.
PROJECT INFORMATION
Type of PDP: New Development
Type of Project: Commercial
Planning Area: N/A
Community Name: N/A
Development Name: MTA Tire Shop
PROJECT LOCATION
Latitude & Longitude (DMS): 33.550751, -117.192625
Project Watershed and Sub-Watershed: Santa Margarita River, Murrieta HA, Undefined HSA 24-Hour 85th Percentile Storm Depth (inches): 0.81
Is project subject to Hydromodification requirements? Y N (Select based on Section A.3) APN(s): 910-490-015-1
Map Book and Page No.: MB 241/062
PROJECT CHARACTERISTICS
Proposed or Potential Land Use(s) Commercial, Tire Shop Proposed or Potential SIC Code(s) 7534, 7538
Existing Impervious Area of Project Footprint (SF) 0
Total area of proposed Impervious Surfaces within the Project Limits (SF)/or Replacement 23,863 Total Project Area (ac) 0.68
Does the project consist of offsite road improvements? Y N Does the project propose to construct unpaved roads? Y N Is the project part of a larger common plan of development (phased project)? Y N Is the project exempt from Hydromodification Performance Standards? Y N Does the project propose the use of Alternative Compliance to satisfy BMP requirements? (note, alternative compliance is not allowed for coarse sediment performance standards) Y N
Has preparation of Project-Specific WQMP included coordination with other site plans? Y N
EXISTING SITE CHARACTERISTICS
Is the project located within any Multi-Species Habitat Conservation Plan area (MSHCP Criteria Cell?)
Y N
If "Y" insert Cell Number
Are there any natural hydrologic features on the project site? Y N Is a Geotechnical Report attached? Y N
If no Geotech. Report, list the Natural Resources Conservation Service (NRCS) soils type(s) present on the site (A, B, C and/or D)
TYPE C
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A.1 Maps and Site Plans
When completing your Project-Specific WQMP, include a map of the Project vicinity and existing site. In addition, include all grading, drainage, landscape/plant palette and other pertinent construction plans in Appendix 2. At a minimum, your WQMP Site Plan should include the following:
Vicinity and location maps
Parcel Boundary and Project Footprint
Existing and Proposed Topography
Drainage Management Areas (DMAs)
Proposed Structural Best Management
Practices (BMPs)
Drainage Paths
Drainage infrastructure, inlets, overflows
Source Control BMPs
Site Design BMPs
Buildings, Roof Lines, Downspouts
Impervious Surfaces
Pervious Surfaces (i.e. Landscaping)
Standard Labeling
Use your discretion on whether or not you may need to create multiple sheets or can appropriately accommodate these features on one or two sheets. Keep in mind that the Copermittee plan reviewer must be able to easily analyze your Project utilizing this template and its associated site plans and maps.
Complete the checklists in Appendix 1 to verify that all exhibits and components are included.
A.2 Identify Receiving Waters
Using Table A-1 below, list in order of upstream to downstream, the Receiving Waters that the Project site is tributary to. Continue to fill each row with the Receiving Water’s 303(d) listed impairments (if any), designated Beneficial Uses, and proximity, if any, to a RARE Beneficial Use. Include a map of the Receiving Waters in Appendix 1. This map should identify the path of the stormwater discharged from the site all the way to the outlet of the Santa Margarita River to the Pacific Ocean. Use the most recent 303(d) list available from the State Water Resources Control Board Website. (http://www.waterboards.ca.gov/sandiego/water_issues/programs/basin_plan/) Table A-1 Identification of Receiving Waters
Receiving
Waters USEPA Approved 303(d) List Impairments Designated Beneficial Uses Proximity to RARE
Beneficial Use
Unnamed
Stream
Murrieta Creek
Benthic Community Effects, Bifenthrin, Chlorpyrifos, Cyalothrin, Lambda, Indicator Bacteria, Iron, Manganese, Mercury,
Nitrogen, Oxygen Dissolved, Phosphorus, Pyrethroids, Toxicity, Turbidity
MUN, AGR, IND, PROC Not a RARE
waterbody
Santa Margarita
River (Upper)
Benthic Community Effects, Bifenthrin, Cyhalothrin, Lambda, Indicator Bacteria, Iron, Manganese, Nitrogen, Phosphorus, Pyrethroids, Total Dissolved Solids, Toxicity, Turbidity
AGR, COLD, IND, MUN,
RARE, REC1, REC2, WARM,
WILD
RARE waterbody
approximately 7.6
miles
Santa Margarita
River (Lower)
Benthic Community Effects, Chlorpyrifos, Indicator Bacteria, Nitrogen, Phosphorus, Toxicity
AGR, COLD, IND, MUN,
PROC, RARE, REC1, REC2,
WARM, WILD
RARE waterbody
approximately 20.6
miles
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A.3 Drainage System Susceptibility to Hydromodification Using Table A-2 below, list in order of the point of discharge at the project site down to the Santa Margarita River2, each drainage system or receiving water that the project site is tributary to. Continue to fill each row with the material of the drainage system, and any exemption (if applicable). Based on the results, summarize the applicable hydromodification performance standards that will be documented in Section E. Exempted categories of receiving waters include:
Existing storm drains that discharge directly to water storage reservoirs, lakes, or enclosed embayments, or
Conveyance channels whose bed and bank are concrete lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. Other water bodies identified in an approved WMAA (See Exhibit G to the WQMP) Include a map exhibiting each drainage system and the associated susceptibility in Appendix 1.
Table A-2 Identification of Susceptibility to Hydromodification Drainage System Drainage System Material Hydromodification Exemption Hydromodification Exempt
Unnamed Stream
Y N
Murrieta Creek (5
Miles)
Natural bed and riprap banks, varies to
concrete banks Identified on Exhibit G of the WQMP
Y N
Santa Margarita River
(Upper) (8 Miles) Natural Identified on Exhibit G of the WQMP Y N
Santa Margarita River
(Lower) (8 Miles) Natural Identified on Exhibit G of the WQMP Y N
Summary of Performance Standards
Hydromodification Exempt – Select if “Y” is selected in the Hydromodification Exempt column above, project is exempt from hydromodification requirements.
Not Exempt-Select if “N” is selected in any row of the Hydromodification Exempt column above. Project is subject to hydrologic control requirements and may be subject to sediment supply requirements.
A.4 Additional Permits/Approvals required for the Project:
Table A-3 Other Applicable Permits
Agency Permit Required
State Department of Fish and Game, 1602 Streambed Alteration Agreement Y N State Water Resources Control Board, Clean Water Act Section 401 Water Quality Certification Y N
2 Refer to Exhibit G of the WQMP for a map of exempt and potentially exempt areas. These maps are from the Draft SMR WMAA as of January 5, 2018 and will be replaced upon acceptance of the SMR WMAA.
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US Army Corps of Engineers, Clean Water Act Section 404 Permit Y N US Fish and Wildlife, Endangered Species Act Section 7 Biological Opinion Y N Statewide Construction General Permit Coverage Y N
Statewide Industrial General Permit Coverage Y N
Western Riverside MSHCP Consistency Approval (e.g., JPR, DBESP) Y N Other (please list in the space below as required)
Y N
If yes is answered to any of the questions above, the Copermittee may require proof of approval/coverage from those agencies as applicable including documentation of any associated requirements that may affect this Project-Specific WQMP.
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Section B: Optimize Site Utilization (LID Principles)
Review of the information collected in Section ‘A’ will aid in identifying the principal constraints on site design and selection of LID BMPs as well as opportunities to reduce imperviousness and incorporate LID Principles into the site and landscape design. For example, constraints might include impermeable soils, high groundwater, groundwater pollution or contaminated soils, steep slopes, geotechnical instability, high-intensity land use, heavy pedestrian or vehicular traffic, utility locations or safety concerns.
Opportunities might include existing natural areas, low areas, oddly configured or otherwise unbuildable parcels, easements and landscape amenities including open space and buffers (which can double as locations for LID Bioretention BMPs), and differences in elevation (which can provide hydraulic head).
Prepare a brief narrative for each of the site optimization strategies described below. This narrative will help you as you proceed with your Low Impact Development (LID) design and explain your design decisions to others.
Apply the following LID Principles to the layout of the PDP to the extent they are applicable and feasible.
Putting thought upfront about how best to organize the various elements of a site can help to significantly reduce the PDP's potential impact on the environment and reduce the number and size of Structural LID BMPs that must be implemented. Integrate opportunities to accommodate the following LID Principles within the preliminary PDP site layout to maximize implementation of LID Principles.
Site Optimization
Complete checklist below to determine applicable Site Design BMPs for your site.
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Project- Specific WQMP Site Design BMP Checklist
The following questions below are based upon Section 3.2 of the SMR WQMP will help you determine how to best optimize your site and subsequently identify opportunities and/or constraints, and document compliance.
SITE DESIGN REQUIREMENTS
Answer the following questions below by indicating “Yes,” “No,” or “N/A” (Not Applicable). Justify all “No” and “N/A” answers by inserting a narrative at the end of the section. The narrative should include identification and justification of any constraints that would prevent the use of those categories of LID BMPs. Upon identifying Site Design BMP opportunities, include these on your WQMP Site plan in Appendix 1.
Yes No N/A
Did you identify and preserve existing drainage patterns? Integrating existing drainage patterns into the site plan helps to maintain the time of concentration and infiltration rates of runoff, decreasing peak flows, and may also help preserve the contribution of Critical Coarse Sediment (i.e., Bed Sediment Supply) from the PDP to the Receiving Water. Preserve existing drainage patterns by:
Minimizing unnecessary site grading that would eliminate small depressions, where appropriate add additional “micro” storage throughout the site landscaping. Where possible conform the PDP site layout along natural landforms, avoid excessive grading and disturbance of vegetation and soils, preserve or replicate the sites natural drainage features and patterns.
Set back PDP improvements from creeks, wetlands, riparian habitats and any other natural water bodies.
Use existing and proposed site drainage patterns as a natural design element, rather than using expensive impervious conveyance systems. Use depressed landscaped areas, vegetated buffers, and bioretention areas as amenities and focal points within the site and landscape design.
Discuss how this was included or provide a discussion/justification for “No” or “N/A” answer.
This preservation was included by ensuring that the water from the site naturally drains to all sides, effectively maintaining the existing drainage patterns. Additionally, the Drainage Management Area (DMA) was divided in such a way as to ensure that the natural flow of water within the area is maintained.
Yes No N/A
Did you identify and protect existing vegetation?
Identify any areas containing dense native vegetation or well-established trees, and try to avoid disturbing these areas. Soils with thick, undisturbed vegetation have a much higher capacity to store and infiltrate runoff than do disturbed soils. Reestablishment of a mature vegetative community may take decades. Sensitive areas, such as streams and floodplains should also be avoided.
Define the development envelope and protected areas, identifying areas that are most suitable for development and areas that should be left undisturbed. Establish setbacks and buffer zones surrounding sensitive areas. Preserve significant trees and other natural vegetation where possible.
Discuss how this was included or provide a discussion/justification for “No” or “N/A” answer. There is no significant vegetation to protect.
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Project- Specific WQMP Site Design BMP Checklist
Yes No N/A
Did you identify and preserve natural infiltration capacity? A key component of LID is taking advantage of a site's natural infiltration and storage capacity.
A site survey and geotechnical investigation can help define areas with high potential for infiltration and surface storage.
Identify opportunities to locate LID Principles and Structural BMPs in highly pervious areas. Doing so will maximize infiltration and limit the amount of runoff generated. Concentrate development on portions of the site with less permeable soils, and preserve areas that can promote infiltration.
Discuss how this was included or provide a discussion/justification for “No” or “N/A” answer. Bio-retention with partial filtration basins will utilize the sites natural infiltration.
Yes No N/A
Did you minimize impervious area?
Look for opportunities to limit impervious cover through identification of the smallest possible land area that can be practically impacted or disturbed during site development. Limit overall coverage of paving and roofs. This can be accomplished by designing compact, taller structures, narrower and shorter streets and sidewalks, clustering buildings and sharing driveways, smaller parking lots (fewer stalls, smaller stalls, and more efficient lanes), and indoor or underground parking. Inventory planned impervious areas on your preliminary site plan. Identify where permeable pavements, or other permeable materials, such as crushed aggregate, turf block, permeable modular blocks, pervious concrete or pervious asphalt could be substituted for impervious concrete or asphalt paving. This will help reduce the amount of Runoff that may need to be addressed through Structural BMPs. Examine site layout and circulation patterns and identify areas where landscaping can be substituted for pavement, such as for overflow parking. Consider green roofs. Green roofs are roofing systems that provide a layer of soil/vegetative cover over a waterproofing membrane. A green roof mimics predevelopment conditions by filtering, absorbing, and evapotranspiring precipitation to help manage the effects of an otherwise impervious rooftop.
Discuss how this was included or provide a discussion/justification for “No” or “N/A” answer. The site minimizes impervious area while meeting the goals for the site development.
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Project- Specific WQMP Site Design BMP Checklist
Yes No N/A
Did you identify and disperse runoff to adjacent pervious areas or small collection areas? Look for opportunities to direct runoff from impervious areas to adjacent landscaping, other pervious areas, or small collection areas where such runoff may be retained. This is sometimes referred to as reducing Directly Connected Impervious Areas. Direct roof runoff into landscaped areas such as medians, parking islands, planter boxes, etc., and/or areas of pervious paving. Instead of having landscaped areas raised above the surrounding impervious areas, design them as depressed areas that can receive Runoff from adjacent impervious pavement. For example, a lawn or garden depressed 3"-4" below surrounding walkways or driveways provides a simple but quite functional landscape design element.
Detain and retain runoff throughout the site. On flatter sites, smaller Structural BMPs may be interspersed in landscaped areas among the buildings and paving. On hillside sites, drainage from upper areas may be collected in conventional catch basins and piped to landscaped areas and LID BMPs and/or Hydrologic Control BMPs in lower areas. Low retaining walls may also be used to create terraces that can accommodate LID BMPs. Wherever possible, direct drainage from landscaped slopes offsite and not to impervious surfaces like parking lots. Reduce curb maintenance and provide for allowances for curb cuts. Design landscaped areas or other pervious areas to receive and infiltrate runoff from nearby impervious areas.
Use Tree Wells to intercept, infiltrate, and evapotranspire precipitation and runoff before it reaches structural BMPs. Tree wells can be used to limit the size of Drainage Management Areas that must be treated by structural BMPs. Guidelines for Tree Wells are included in the Tree Well Fact Sheet in the LID BMP Design Handbook.
Discuss how this was included or provide a discussion/justification for “No” or “N/A” answer. Drainage from impervious areas is being divided into separate DMAs which then is conveyed to bio filtration basins.
Yes No N/A
Did you utilize native or drought tolerant species in site landscaping? Wherever possible, use native or drought tolerant species within site landscaping instead of alternatives. These plants are uniquely suited to local soils and climate and can reduce the overall demands for potable water use associated with irrigation.
Discuss how this was included or provide a discussion/justification for “No” or “N/A” answer. Drought tolerant plants will be used.
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Project- Specific WQMP Site Design BMP Checklist
Yes No N/A
Did implement harvest and use of runoff?
Under the Regional MS4 Permit, Harvest and Use BMPs must be employed to reduce runoff on any site where they are applicable and feasible. However, Harvest and Use BMPs are effective for retention of stormwater runoff only when there is adequate demand for non-potable water during the wet season. If demand for non-potable water is not sufficiently large, the actual retention of stormwater runoff will be diminished during larger storms or during back-to-back storms.
For the purposes of planning level Harvest and Use BMP feasibility screening, Harvest and Use is only considered to be a feasible if the total average wet season demand for non-potable water is sufficiently large to use the entire DCV within 72 hours. If the average wet season demand for non-potable water is not sufficiently large to use the entire DCV within 72 hours, then Harvest and Use is not considered to be feasible and need not be considered further.
The general feasibility and applicability of Harvest and Use BMPs should consider:
Any downstream impacts related to water rights that could arise from capturing stormwater (not common).
Conflicts with recycled water used – where the project is conditioned to use recycled water for irrigation, this should be given priority over stormwater capture as it is a year-round supply of water.
Code Compliance - If a particular use of captured stormwater, and/or available methods for storage of captured stormwater would be contrary to building codes in effect at the time of approval of the preliminary Project-Specific WQMP, then an evaluation of harvesting and use for that use would not be required. Wet season demand – the applicant shall demonstrate, to the acceptance of the [Insert Jurisdiction], that there is adequate demand for harvested water during the wet season to drain the system in a reasonable amount of time.
Discuss how this was included or provide a discussion/justification for “No” or “N/A” answer. Bio-retention basins are being used for partial infiltration.
Yes No N/A
Did you keep the runoff from sediment producing pervious area hydrologically separate from developed areas that require treatment?
Pervious area that qualify as self-treating areas or off-site open space should be kept separate from drainage to structural BMPs whenever possible. This helps limit the required size of structural BMPs, helps avoid impacts to sediment supply, and helps reduce clogging risk to BMPs.
Discuss how this was included or provide a discussion/justification for “No” or “N/A” answer. This site does not have sediment producing areas.
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Section C: Delineate Drainage Management Areas (DMAs)
This section provides streamlined guidance and documentation of the DMA delineation and categorization process, for additional information refer to the procedure in Section 3.3 of the SMR WQMP which discusses the methods of delineating and mapping your project site into individual DMAs. Complete Steps 1 to 4 to successfully delineate and categorize DMAs.
Step 1: Identify Surface Types and Drainage Pathways
Carefully delineate pervious areas and impervious areas (including roofs) throughout site and identify overland flow paths and above ground and below ground conveyances. Also identify common points (such as BMPs) that these areas drain to.
Step 2: DMA Delineation
Use the information in Step 1 to divide the entire PDP site into individual, discrete DMAs. Typically, lines delineating DMAs follow grade breaks and roof ridge lines. Where possible, establish separate DMAs for each surface type (e.g., landscaping, pervious paving, or roofs). Assign each DMA a unique code and determine its size in square feet. The total area of your site should total the sum of all of your DMAs (unless water from outside the project limits comingles with water from inside the project limits, i.e. runon). Complete Table C-1 Table C-1 DMA Identification
DMA Name or Identification Surface Type(s)1 Area (Sq. Ft.) DMA Type D1
D2
D3
D4
Mixed
Mixed
Mixed
Mixed
14,175
3,038
14,175
3,343
To be
Determined
in Step 3
Add Columns as Needed
Step 3: DMA Classification
Determine how drainage from each DMA will be handled by using information from Steps 1 and 2 and by completing Steps 3.A to 3.C. Each DMA will be classified as one of the following four types:
Type ‘A’: Self-Treating Areas:
Type ‘B’: Self-Retaining Areas
Type ‘C’: Areas Draining to Self-Retaining Areas
Type ‘D’: Areas Draining to BMPs
Step 3.A – Identify Type ‘A’ Self-Treating Area
Indicate if the DMAs meet the following criteria by answering “Yes” or “No”.
Yes No
Area is undisturbed from their natural condition OR restored with Native and/or California Friendly vegetative covers.
Yes No
Area is irrigated, if at all, with appropriate low water use irrigation systems to prevent irrigation runoff.
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Yes No
Runoff from the area will not comingle with runoff from the developed portion of the site, or across other landscaped areas that do not meet the above criteria.
If all answers indicate “Yes,” complete Table C-2 to document the DMAs that are classified as Self-Treating Areas.
Table C-2 Type ‘A’, Self-Treating Areas
DMA Name or Identification Area (Sq. Ft.) Stabilization Type Irrigation Type (if any) ST-1 761.5 NATURAL VEGETATION TRADITIONAL
ST-2 228 NATURAL VEGETATION TRADITIONAL
ST-3 512 NATURAL VEGETATION TRADITIONAL
ST-4 744 NATURAL VEGETATION TRADITIONAL
Step 3.B – Identify Type ‘B’ Self-Retaining Area and Type ‘C’ Areas Draining to Self-Retaining Areas Type ‘B’ Self-Retaining Area: A Self-Retaining Area is shallowly depressed 'micro infiltration' areas designed to retain the Design Storm rainfall that reaches the area, without producing any Runoff.
Indicate if the DMAs meet the following criteria by answering “Yes,” “No,” or “N/A”.
Yes No N/A Slopes will be graded toward the center of the pervious area.
Yes No N/A Soils will be freely draining to not create vector or nuisance conditions.
Yes No N/A Inlet elevations of area/overflow drains, if any, should be clearly specified to be three inches or more above the low point to promote ponding.
Yes No N/A
Pervious pavements (e.g., crushed stone, porous asphalt, pervious concrete, or permeable pavers) can be self-retaining when constructed with a gravel base course four or more inches deep below any underdrain discharge elevation.
If all answers indicate “Yes,” DMAs may be categorized as Type ‘B’, proceed to identify Type ‘C’ Areas Draining to Self-Retaining Areas.
Type ‘C’ Areas Draining to Self-Retaining Areas: Runoff from impervious or partially pervious areas can be managed by routing it to Self-Retaining Areas consistent with the LID Principle discussed in SMR WQMP Section 3.2.5 for 'Dispersing Runoff to Adjacent Pervious Areas'.
Indicate if the DMAs meet the following criteria by answering “Yes” or “No”.
Yes No The drainage from the tributary area must be directed to and dispersed within the Self-Retaining Area.
Yes No Area must be designed to retain the entire Design Storm runoff without flowing offsite.
If all answers indicate “Yes,” DMAs may be categorized as Type ‘C’.
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Complete Table C-3 and Table C-4 to identify Type ‘B’ Self-Retaining Areas and Type ‘C’ Areas Draining to Self-Retaining Areas.
Table C-3 Type ‘B’, Self-Retaining Areas
Self-Retaining Area Type ‘C’ DMAs that are draining to the Self-Retaining Area
DMA
Name/ ID
Post-project
surface type
Area
(square
feet)
Storm
Depth
(inches)
DMA Name / ID
[C] from Table
C-4=
Required Retention Depth
(inches)
[A] [B] [C] [D] = [𝐵] +
[]∙[]
[]
Table C-4 Type ‘C’, Areas that Drain to Self-Retaining Areas DMA Receiving Self-Retaining DMA DMA Name/ ID Area (square feet) Post-project surface type Runoff factor Product
DMA name /ID
Area (square
feet) Ratio
[A] [B] [C] = [A] x [B] [D] [C]/[D]
Note: (See Section 3.3 of SMR WQMP) Ensure that partially pervious areas draining to a Self-Retaining area do not exceed the following ratio:
൬ 𝟐
𝑰𝒎𝒑𝒆𝒓𝒗𝒊𝒐𝒖𝒔 𝑭𝒓𝒂𝒄𝒕𝒊𝒐𝒏൰ ∶ 𝟏
(Tributary Area: Self-Retaining Area)
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Step 3.C – Identify Type ‘D’ Areas Draining to BMPs
Areas draining to BMPs are those that could not be fully managed through LID Principles (DMA Types A through C) and will instead drain to an LID BMP and/or a Conventional Treatment BMP designed to manage water quality impacts from that area, and Hydromodification where necessary.
Complete Table C-5 to document which DMAs are classified as Areas Draining to BMPs Table C-5 Type ‘D’, Areas Draining to BMPs
DMA Name or ID BMP Name or ID Receiving Runoff from DMA D1 BIO-1
D2 BIO-2
D3 BIO-3
D4 BIO-4
Note: More than one DMA may drain to a single LID BMP; however, one DMA may not drain to more than one BMP.
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Section D: Implement LID BMPs
The Regional MS4 Permit requires the use of LID BMPs to provide retention or treatment of the DCV and includes a BMP hierarchy which requires Full Retention BMPs (Priority 1) to be considered before Biofiltration BMPs (Priority 2) and Flow-Through Treatment BMPs and Alternative Compliance BMPs (Priority 3). LID BMP selection must be based on technical feasibility and should be considered early in the site planning and design process. Use this section to document the selection of LID BMPs for each DMA.
Note that feasibility is based on the DMA scale and may vary between DMAs based on site conditions.
D.1 Full Infiltration Applicability
An assessment of the feasibility of utilizing full infiltration BMPs is required for all projects, except where it can be shown that site design LID principals fully retain the DCV (i.e., all DMAs are Type A, B, or C), or where Harvest and Use BMPs fully retain the DCV. Check the following box if applicable:
Site design LID principals fully retain the DCV (i.e., all DMAs are Type A, B, or C), (Proceed to Section E).
If the above box remains unchecked, perform a site-specific evaluation of the feasibility of Infiltration BMPs using each of the applicable criteria identified in Chapter 2.3.3 of the SMR WQMP and complete the remainder of Section D.1.
Geotechnical Report
A Geotechnical Report or Phase I Environmental Site Assessment may be required by the Copermittee to confirm present and past site characteristics that may affect the use of Infiltration BMPs. In addition, the Copermittee, at their discretion, may not require a geotechnical report for small projects as described in Chapter 2 of the SMR WQMP. If a geotechnical report has been prepared, include it in Appendix 3. In addition, if a Phase I Environmental Site Assessment has been prepared, include it in Appendix 4.
Infiltration Feasibility
Table D-1 below is meant to provide a simple means of assessing which DMAs on your site support Infiltration BMPs and is discussed in the SMR WQMP in Chapter 2.3.3. Check the appropriate box for each question and then list affected DMAs as applicable. If additional space is needed, add a row below the corresponding answer.
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Table D-1 Infiltration Feasibility
Downstream Impacts (SMR WQMP Section 2.3.3.a)
Does the project site… YES NO
…have any DMAs where infiltration would negatively impact downstream water rights or other Beneficial Uses3? x If Yes, list affected DMAs:
Groundwater Protection (SMR WQMP Section 2.3.3.b)
Does the project site… YES NO
…have any DMAs with industrial, and other land uses that pose a high threat to water quality, which cannot be treated by Bioretention BMPs? Or have DMAs with active industrial process areas? x
If Yes, list affected DMAs:
…have any DMAs with a seasonal high groundwater mark shallower than 10 feet? x If Yes, list affected DMAs:
…have any DMAs located within 100 feet horizontally of a water supply well? x If Yes, list affected DMAs:
…have any DMAs that would restrict BMP locations to within a 2:1 (horizontal: vertical) influence line extending from any septic leach line?
x
If Yes, list affected DMAs:
…have any DMAs been evaluated by a licensed Geotechnical Engineer, Hydrogeologist, or Environmental Engineer, who has concluded that the soils do not have adequate physical and chemical characteristics for the protection of groundwater, and has treatment provided by amended media layers in Bioretention BMPs been considered in evaluating this factor?
x
If Yes, list affected DMAs:
Public Safety and Offsite Improvements (SMR WQMP Section 2.3.3.c) Does the project site… YES NO
…have any areas identified by the geotechnical report as posing a public safety risk where infiltration of stormwater could have a negative impact?
x
If Yes, list affected DMAs:
Infiltration Characteristics For LID BMPs (SMR WQMP Section 2.3.3.d) Does the project site… YES NO
…have factored infiltration rates of less than 0.8 inches / hour? (Note: on a case-by-case basis, the Local Jurisdiction may allow a factor of safety as low as 1.0 to support selection of full infiltration BMPs. Therefore, measured infiltration rates could be as low as 0.8 in/hr to support full infiltration.
A higher factor of safety would be required for design in accordance with the LID BMP Deign Handbook). x
If Yes, list affected DMAs: D1,D2,D3,D4
Cut/Fill Conditions (SMR WQMP Section 2.3.3.e)
Does the project site… YES NO
…have significant cut and/or fill conditions that would preclude in-situ testing of infiltration rates at the final infiltration surface?
x
If Yes, list affected DMAs:
Other Site-Specific Factors (SMR WQMP Section 2.3.3.f)
Does the project site… YES NO
…have DMAs where the geotechnical investigation discovered other site-specific factors that would preclude effective and/or safe infiltration?
x
Describe here:
If you answered “Yes” to any of the questions above for any DMA, Infiltration BMPs that rely solely on infiltration should not be used for those DMAs and you should proceed to the assessment for Biofiltration BMPs below. Biofiltration BMPs that provide partial infiltration may still be feasible and should be
3 Such a condition must be substantiated by sufficient modeling to demonstrate an impact and would be subject to [Insert Jurisdiction] discretion. There is not a standardized method for assessing this criterion. Water rights evaluations should be site-specific.
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assessed in Section D.2. Summarize concerns identified in the Geotechnical Report, if any, that resulted in a “YES” response above in the table below.
Table D-2 Geotechnical Concerns for Onsite Infiltration Type of Geotechnical Concern DMAs Feasible (By Name or ID) DMAs Infeasible (By Name or ID) Collapsible Soil
Expansive Soil
Slopes
Liquefaction
Other
D.2 Biofiltration Applicability
This section should document the applicability of biofiltration BMPs for Type D DMAs that are not feasible for full infiltration BMPs. The key decisions to be documented in this section include:
1. Are biofiltration BMPs with partial infiltration feasible? a. Biofiltration BMPs must be designed to maximize incidental infiltration via a partial infiltration design unless it is demonstrated that this design is not feasible. b. These designs can be used at sites with low infiltration rates where other feasibility factors do not preclude incidental infiltration.
Document summary in Table D-3.
2. If not, what are the factors that require the use of biofiltration with no infiltration? This may include:
a. Geotechnical hazards
b. Water rights issues
c. Water balance issues
d. Soil contamination or groundwater quality issues
e. Very low infiltration rates (factored rates < 0.1 in/hr) f. Other factors, demonstrated to the acceptance of the local jurisdiction If this applies to any DMAs, then rationale must be documented in Table D-3.
3. Are biofiltration BMPs infeasible?
a. If yes, then provide a site-specific analysis demonstrating the technical infeasibility of all LID BMPs has been performed and is included in Appendix 5. If you plan to submit an analysis demonstrating the technical infeasibility of LID BMPs, request a pre-submittal meeting with the Copermittee with jurisdiction over the Project site to discuss this option. Proceed to Section F to document your alternative compliance measures.
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Table D-3 Evaluation of Biofiltration BMP Feasibility
DMA ID
Is Partial/
Incidental
Infiltration
Allowable?
(Y/N)
Basis for Infeasibility of Partial Infiltration (provide summary and include supporting basis if partial infiltration not feasible) D1 Y
D2 Y
D3 Y
D4 Y
Proprietary Biofiltration BMP Approval Criteria
If the project will use proprietary BMPs as biofiltration BMPs, then this section is completed to document that the proprietary BMPs are selected in accordance with Section 2.3.7 of the SMR WQMP. Proprietary Biofiltration BMPs must meet both of the following approval criteria:
1. Approval Criteria for All Proprietary BMPs, and
2. Acceptance Criteria for Proprietary Biofiltration BMPs.
When the use of proprietary biofiltration BMPs is proposed to meet the Pollutant Control performance standards, use Table D-4 to document that appropriate approval criteria have been met for the proposed BMPs. Add additional rows to document approval criteria are met for each type of BMP proposed.
Table D-4 Proprietary BMP Approval Requirement Summary
Proposed Proprietary
Biofiltration BMP Approval Criteria Notes/Comments
Insert BMP Name and
Manufacturer Here
Proposed BMP has an active TAPE
GULD Certification for the project
pollutants of concern4 or equivalent 3rd
party demonstrated performance.
Insert text here
The BMP is used in a manner
consistent with manufacturer guidelines
and conditions of its third-party
certification.
Insert text here
The BMP includes biological features
including vegetation supported by
engineered or other growing media.
Describe features here.
The BMP is designed to maximize
infiltration, or supplemental infiltration
is provided to achieve retention
equivalent to Biofiltration with Partial
Infiltration BMPs if factored infiltration
rate is between 0.1 and 0.8 inches/hour.
Describe supplemental retention
practices if applicable.
4 Use Table F-1 and F-2 to identify and document the pollutants of concern and include these tables in Appendix 5.
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The BMP is sized using one of two
Biofiltration LID sizing options in Section
2.3.2 of the SRM WQMP.
List sizing method used, resulting size
(i.e. volume or flow), and provided size
(for proposed unit)
D.3 Feasibility Assessment Summaries
From the Infiltration, Biofiltration with Partial Infiltration and Biofiltration with No Infiltration Sections above, complete Table D-5 below to summarize which LID BMPs are technically feasible, and which are not, based upon the established hierarchy.
Table D-5 LID Prioritization Summary Matrix
DMA Name/ID
LID BMP Hierarchy
No LID (Alternative
Compliance)
1. Infiltration
2. Biofiltration
with Partial
Infiltration
3. Biofiltration
with No
Infiltration
D1
D2
D3
D4
Insert text here
Insert text here
For those DMAs where LID BMPs are not feasible, provide a narrative in Table D-6 below summarizing why they are not feasible, include your technical infeasibility criteria in Appendix 5, and proceed to Section F below to document Alternative Compliance measures for those DMAs. Recall that each proposed DMA must pass through the LID BMP hierarchy before alternative compliance measures may be considered.
This is based on the clarification letter titled “San Diego Water Board’s Expectations of Documentation to Support a Determination of Priority Development Project Infiltration Infeasibility” (April 28, 2017, Via email from San Diego Regional Water Quality Control Board to San Diego County Municipal Storm Water Copermittees5).
Table D-6 Summary of Infeasibility Documentation
Question
Narrative Summary (include reference to applicable appendix/attachment/report, as applicable)
a) When in the entitlement
process did a
geotechnical engineer
analyze the site for
infiltration feasibility?
b) When in the entitlement
process were other
investigations conducted
(e.g., groundwater
quality, water rights) to
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evaluate infiltration
feasibility?
c) What was the scope and
results of testing, if
conducted, or rationale
for why testing was not
needed to reach
findings?
d) What public health and
safety requirements
affected infiltration
locations?
e) What were the
conclusions and
recommendations of the
geotechnical engineer
and/or other professional
responsible for other
investigations?
f) What was the history of
design discussions
between the permittee
and applicant for the
proposed project,
resulting in the final
design determination
related locations feasible
for infiltration?
g) What site design
alternatives were
considered to achieve
infiltration or partial
infiltration on site?
h) What physical
impairments (i.e., fire
road egress, public safety
considerations, utilities)
and public safety
concerns influenced site
layout and infiltration
feasibility?
i) What LID Principles (site
design BMPs) were
included in the project
site design?
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D.4 LID BMP Sizing
Each LID BMP must be designed to ensure that the DCV will be captured by the selected BMPs with no discharge to the storm drain or surface waters during the DCV size storm. Infiltration BMPs must at minimum be sized to capture the DCV to achieve pollutant control requirements.
Biofiltration BMPs must at a minimum be sized to:
Treat 1.5 times the DCV not reliably retained on site using a volume-base or flow-based sizing method, or
Include static storage volume, including pore spaces and pre-filter detention volume, at least 0.75 times the portion of the DCV not reliably retained on site.
First, calculate the DCV for each LID BMP using the VBMP worksheet in Appendix F of the LID BMP Design Handbook. Second, design the LID BMP to meet the required VBMP using the methods included in Section 3 of the LID BMP Design Handbook. Utilize the worksheets found in the LID BMP Design Handbook or consult with the Copermittee to assist you in correctly sizing your LID BMPs. Use Table D-7 below to document the DCV each LID BMP. Provide the completed design procedure sheets for each LID BMP in Appendix 6. You may add additional rows to the table below as needed.
Table D-7 DCV Calculations for LID BMPs
DMA
Type/ID
DMA
(square
feet)
PostProject
Surface
Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA
Areas x
Runoff
Factor
[A] [B] [C] [A] x [C]
Design
Storm
Depth
(in)
DCV, VBMP
(cubic feet)
Proposed
Volume
on Plans
(cubic
feet)
SEE APPENDIX 6
[B], [C] is obtained as described in Section 2.6.1.b of the SMR WQMP [E] is obtained from Exhibit A in the SMR WQMP
[G] is obtained from a design procedure sheet, such as in LID BMP Design Handbook and placed in Appendix 6.
Complete Table D-8 below to document the Design Capture Volume and the Proposed Volume for each LID BMP. You can add rows to the table as needed. Alternatively, the Santa Margarita Hydrology Model (SMRHM) can be used to size LID BMPs to address the DCV and, if applicable, to size Hydrologic Control BMPs to meet the Hydrologic Performance Standard described in the SMR WQMP, as identified in Section E.
Table D-8 LID BMP Sizing
BMP Name /
ID
DMA No. BMP Type / Description Design Capture
Volume (ft3)
Proposed Volume
(ft3)
BIO-1 D1 Bio-Infiltration 708 708
BIO-2 D2 Bio-Infiltration 167 167
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BIO-3 D3 Bio-Infiltration 340 340
BIO-4 D4 Bio-Infiltration 158 158
If bioretention will include a capped underdrain, then include sizing calculations demonstrating that the BMP will meet infiltration sizing requirements with the underdrain capped and also meet biofiltration sizing requirements if the underdrain is uncapped.
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Section E: Implement Hydrologic Control BMPs and Sediment Supply BMPs
If a completed Table 1.2 demonstrates that the project is exempt from Hydromodification Performance Standards, specify N/A and proceed to Section G.
N/A Project is Exempt from Hydromodification Performance Standards.
If a PDP is not exempt from hydromodification requirements than the PDP must satisfy the requirements of the performance standards for hydrologic control BMPs and Sediment Supply BMPs. The PDP may choose to satisfy hydrologic control requirements using onsite or offsite BMPs (i.e. Alternative Compliance). Sediment supply requirements cannot be met via alternative compliance. If N/A is not selected above, select one of the two options below and complete the applicable sections.
Project is Not Hydromodification Exempt and chooses to implement Hydrologic Control and Sediment Supply BMPs Onsite (complete Section E).
Project is Not Hydromodification Exempt and chooses to implement Hydrologic Control Requirements using Alternative Compliance (complete Section F). Selection of this option must be approved by the Copermittee.
E.1 Hydrologic Control BMP Selection
Capture of the DCV and achievement of the Hydrologic Performance Standard may be met by combined and/or separate structural BMPs. The user should consider the full suite of Hydrologic Control BMPs to manage runoff from the post-development condition and meet the Hydrologic Performance Standard identified in this section.
The Hydrologic Performance Standard consists of matching or reducing the flow duration curve of postdevelopment conditions to that of pre-existing, naturally occurring conditions, for the range of geomorphically significant flows (10% of the 2-year runoff event up to the 10-year runoff event). Select each of the hydrologic control BMP types that are applied to meet the above performance standard on the site.
LID principles as defined in Section 3.2 of the SMR WQMP.
Structural LID BMPs that may be modified or enlarged, if necessary, beyond the DCV.
Structural Hydrologic Control BMPs that are distinct from the LID BMPs above. The LID BMP Design Handbook provides information not only on Hydrologic Control BMP design, but also on BMP design to meet the combined LID requirement and Hydrologic Performance Standard. The Handbook specifies the type of BMPs that can be used to meet the Hydrologic Performance Standard.
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E.2 Hydrologic Control BMP Sizing
Hydrologic Control BMPs must be designed to ensure that the flow duration curve of the postdevelopment DMA will not exceed that of the pre-existing, naturally occurring, DMA for the range of geomorphically significant flows. Using SMRHM, (or another acceptable continuous simulation model if approved by the Copermittee) the applicant shall demonstrate that the performance of the Hydrologic Control BMPs complies with the Hydrologic Performance Standard. Complete Table E-1 below and identify, for each DMA, the type of Hydrologic Control BMP, if the SMRHM model confirmed the management (Identified as “passed” in SMRHM), the total volume capacity of the Hydrologic Control BMP, the Hydrologic Control BMP footprint at top floor elevation, and the drawdown time of the Hydrologic Control BMP. SMRHM summary reports should be documented in Appendix 7. Refer to the SMRHM Guidance Document for additional information on SMRHM. You can add rows to the table as needed.
Table E-1 Hydrologic Control BMP Sizing
BMP
Name / ID
DMA
No.
BMP Type / Description SMRHM
Passed
BMP Volume
(ac-ft)
BMP
Footprint (ac)
Drawdown
time (hr)
BIO-1 D1 Bio-Retention
BIO-2 D2 Bio-Retention
BIO-3 D3 Bio-Retention
BIO-4 D4 Bio-Retention
Hydromod Spreadsheet is used to calculate Max Hydromod Volume. In the context of basin sizing, the maximum volume identified by the Hydromod Spreadsheet is compared with the volume between the Vbmp and the Hydromod volume.
If a bioretention BMP with capped underdrain is used and hydromodification requirements apply, then sizing calculations must demonstrate that the BMP meets flow duration control criteria with the underdrain capped and uncapped. Both calculations must be included.
E.3 Implement Sediment Supply BMPs
The sediment supply performance standard applies to PDPs for which hydromodification applied that have the potential to impact Potential Critical Coarse Sediment Yield Areas. Refer to Exhibit G of the WQMP to determine if there are onsite Potential Critical Coarse Sediment Yield Areas or Potential Sediment Source Areas. Select one of the two options below and include the Potential Critical Coarse Sediment Yield Area Exhibit showing your project location in Appendix 7.
There are no mapped Potential Critical Coarse Sediment Yield Areas or Potential Sediment Source Areas on the site. The Sediment Supply Performance Standard is met with no further action.
There are mapped Potential Critical Coarse Sediment Yield Areas or Potential Sediment Source Areas on the site, the Sediment Supply Performance Standard will be met through Option 1 or Option 2 below.
The applicant may refer to Section 3.6.4 of the SMR WQMP for a description of the methodology to meet the Sediment Supply Performance Standard. Select the applicable compliance pathway and complete the Water Quality Management Plan (WQMP)
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appropriate sections to demonstrate compliance with the Sediment Supply Performance Standard if the second box is selected above:
Avoid impacts related to any PDP activities to Potential Critical Coarse Sediment Yield Areas.
Proceed to Section E.3.1.
Complete a Site-Specific Critical Coarse Sediment Analysis. Proceed to Section E.3.2.
E.3.1 Option 1: Avoid Potential Critical Coarse Sediment Yield Areas and Potential Sediment Source Areas
The simplest approach for complying with the Sediment Supply Performance Standard is to avoid impacts to areas identified as Potential Critical Coarse Sediment Yield Areas or Potential Sediment Supply Areas.
If a portion of PDP is identified as a Potential Critical Coarse Sediment Yield Area or a Potential Sediment Source Area, that PDP may still achieve compliance with the Sediment Supply Performance Standards if Potential Critical Coarse Sediment Yield Areas and Potential Sediment Supply Areas are avoided, i.e. areas are not developed and thereby delivery of Critical Coarse Sediment to the receiving waters is not impeded by site developments.
Provide a narrative describing how the PDP has avoided impacts to Potential Critical Coarse Sediment Yield Areas and/or Potential Sediment Source Areas below.
Insert narrative description here
If it is not feasible to avoid these areas, proceed to Option 2 to complete a Site-Specific Critical Coarse Sediment Analysis.
E.3.2 Option 2: Site-Specific Critical Coarse Sediment Analysis Perform a stepwise assessment to ensure the maintenance of the pre-project source(s) of Critical Coarse Sediment (i.e., Bed Sediment Supply):
1. Determine whether the site or a portion of the site is a Significant Source of Bed Sediment Supply to the Receiving Channel (i.e., an actual verified Critical Coarse Sediment Yield Area);
2. Avoid areas identified as actual verified Critical Coarse Sediment Yield Areas in the PDP design and maintain pathways for discharge of Bed Sediment Supply from these areas to receiving waters.
Step 1: Identify if the site is an actual verified Critical Coarse Sediment Yield Area supplying Bed Sediment Supply to the receiving channel
Step 1.A – Is the Bed Sediment of onsite streams similar to that of receiving streams? Rate the similarity: High
Medium
Low
Results from the geotechnical and sieve analysis to be performed both onsite and in the receiving channel should be documented in Appendix 7. Of particular interest, the results of the sieve Water Quality Management Plan (WQMP)
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analysis, the soil erodibility factor, a description of the topographic relief of the project area, and the lithology of onsite soils should be reported in Appendix 7. Step 1.B – Are onsite streams capable of delivering Bed Sediment Supply from the site, if any, to the receiving channel?
Rate the potential: High
Medium
Low
Results from the analyses of the sediment delivery potential to the receiving channel should be documented in Appendix 7 and identify, at a minimum, the Sediment Source, the distance to the receiving channel, the onsite channel density, the project watershed area, the slope, length, land use, and rainfall intensity.
Step 1.C – Will the receiving channel adversely respond to a change in Bed Sediment Load? Rate the need for bed sediment supply:
High
Medium
Low
Results from the in-stream analysis to be performed both onsite should be documented in Appendix 7.
The analysis should, at a minimum, quantify the bank stability and the degree of incision, provide a gradation of the Bed Sediment within the receiving channel, and identify if the channel is sediment supplylimited. Step 1.D – Summary of Step 1
Summarize in Table E.3 the findings of Step 1 and associate a score (in parenthesis) to each step. The sum of the three individual scores determines if a stream is a significant contributor to the receiving stream. Sum is equal to or greater than eight - Site is a significant source of sediment bed material – all on-site streams must be preserved or by-passed within the site plan. The applicant shall proceed to Step 2 for all onsite streams.
Sum is greater than five but lower than eight. Site is a source of sediment bed material – some of the on-site streams must be preserved (with identified streams noted). The applicant shall proceed to Step 2 for the identified streams only. Sum is equal to or lower than five. Site is not a significant source of sediment bed material.
The applicant may advance to Section F.
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Table E-2 Triad Assessment Summary
Step Rating Total Score
1.A High (3) Medium (2) Low (1)
1.B High (3) Medium (2) Low (1)
1.C High (3) Medium (2) Low (1)
Significant Source Rating of Bed Sediment to the receiving channel(s) Step 2: Avoid Development of Critical Coarse Sediment Yield Areas, Potential Sediment Sources Areas, and Preserve Pathways for Transport of Bed Sediment Supply to Receiving Waters Onsite streams identified as a actual verified Critical Coarse Sediment Yield Areas should be avoided in the site design and transport pathways for Critical Coarse Sediment should be preserved Check those that apply:
The site design does avoid all onsite channels identified as actual verified Critical Coarse Sediment Yield Areas
AND
The drainage design bypasses flow and sediment from onsite upstream drainages identified as actual verified Critical Coarse Sediment Yield Areas to maintain Critical Coarse Sediment supply to receiving waters
(If both are yes, the applicant may disregard subsequent steps of Section E.3 and directly advance directly to Section G).
- Or -
The site design does NOT avoid all onsite channels identified as actual verified Critical Coarse Sediment Yield Areas
OR
The project impacts transport pathways of Critical Coarse Sediment from onsite upstream drainages. (If either of these are the case, the applicant may proceed with the subsequent steps of Section E.3).
Provide in Appendix 7 a site map that identifies all onsite channels and highlights those onsite channels that were identified as a Significant Source of Bed Sediment. The site map shall demonstrate, if feasible, that the site design avoids those onsite channels identified as a Significant Source of Bed Sediment. In addition, the applicant shall describe the characteristics of each onsite channel identified as a Significant Source of Bed Sediment. If the design plan cannot avoid the onsite channels, please provide a rationale for each channel individually.
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The site map shall demonstrate that the drainage design bypasses those onsite channels that supply Critical Coarse Sediment to the receiving channel(s). In addition, the applicant shall describe the characteristics of each onsite channel identified as an actual verified Critical Coarse Sediment Yield Area.
Identified Channel #1 - Insert narrative description here Identified Channel #2 - Insert narrative description here Identified Channel #3 - Insert narrative description here E.3.3 Sediment Supply BMPs to Result in No Net Impact to Downstream Receiving Waters If impacts to Critical Coarse Sediment Yield Areas cannot be avoided, sediment supply BMPs must be implemented such there is no net impact to receiving waters. Sediment supply BMPs may consist of approaches that permit flux of bed sediment supply from Critical Coarse Sediment Yield Areas within the project boundary. This approach is subject to acceptance by the [Insert Jurisdiction]. It may require extensive documentation and analysis by qualified professionals to support this demonstration.
Appendix H of the San Diego Model BMP Design Manual provides additional information on site-specific investigation of Critical Coarse Sediment Supply areas. http://www.projectcleanwater.org/download/2018-model-bmp-design-manual/ If applicable, insert narrative description here
Documentation of sediment supply BMPs should be detailed in Appendix 7.
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Section F: Alternative Compliance
Alternative Compliance may be used to achieve compliance with pollutant control and/or hydromodification requirements for a given PDP. Alternative Compliance may be used under two scenarios, check the applicable box if the PDP is proposing to use Alternative Compliance to satisfy all or a portion of the Pollutant Control and/or Hydrologic Control requirements (but not sediment supply requirements)
If it is not feasible to fully implement Infiltration or Biofiltration BMPs at a PDP site, Flow-Through Treatment Control BMPs may be used to treat pollutants contained in the portion of DCV not reliably retained on site and Alternative Compliance measures must also be implemented to mitigate for those pollutants in the DCV that are not retained or removed on site prior to discharging to a receiving water.
Alternative Compliance is selected to comply with either pollutant control or hydromodification flow control requirements even if complying with these requirements is potentially feasible on-site. If such voluntary Alternative Compliance is implemented, Flow-Through Treatment Control BMPs must still be used to treat those pollutants in the portion of the DCV not reliably retained on site prior to discharging to a receiving water.
Refer to Section 2.7 of the SMR WQMP and consult the Local Jurisdiction for currently available Alternative Compliance pathways. Coordinate with the Copermittee if electing to participate in Alternative Compliance and complete the sections below to document implementation of the FlowThrough BMP component of the program.
F.1 Identify Pollutants of Concern
The purpose of this section is to help you appropriately plan for mitigating your Pollutants of Concern in lieu of implementing LID BMPs and to document compliance and.
Utilize Table A-1 from Section A, which noted your project’s Receiving Waters, to identify impairments for Receiving Waters (including downstream receiving waters) by completing Table F-1. Table F-1 includes the watersheds identified as impaired in the Approved 2010 303(d) list; check box corresponding with the PDP’s receiving water. The most recent 303(d) lists are available from the State Water Resources Control Board website:
https://www.waterboards.ca.gov/water_issues/programs/tmdl/integrated2010.shtml).https://www.wa terboards.ca.gov/water_issues/programs/tmdl/integrated2010.shtml.
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Table F-1 Summary of Approved 2010 303(d) listed waterbodies and associated pollutants of concern for the Riverside County SMR Region and downstream waterbodies.
Water Body Nutrients
1 Metals2 Toxicity Bacteria and Pathogens Pesticides and Herbicides Sulfate Total Dissolved Solids De Luz Creek X X X
Long Canyon Creek X X X
Murrieta Creek X X X X
Redhawk Channel X X X X X
Santa Gertudis Creek X X X X
Santa Margarita Estuary X
Santa Margarita River (Lower) X X
Santa Margarita River (Upper) X X
Temecula Creek X X X X X
Warm Springs Creek X X X X
1 Nutrients include nitrogen, phosphorus and eutrophic conditions caused by excess nutrients. 2 Metals includes copper, iron, and manganese.
Use Table F-2 to identify the pollutants identified with the project site. Indicate the applicable PDP Categories and/or Project Features by checking the boxes that apply. If the identified General Pollutant Categories are the same as those listed for your Receiving Waters, then these will be your Pollutants of Concern; check the appropriate box or boxes in the last row.
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Table F-2 Potential Pollutants by Land Use Type
Priority Development
Project Categories and/or
Project Features (check those
that apply)
General Pollutant Categories
Bacterial
Indicators Metals Nutrients Pesticides
Toxic
Organic
Compounds
Sediments Trash &
Debris
Oil &
Grease
Total
Dissolved
Solids
Sulfate
Detached Residential
Development P N P P N P P P N N
Attached Residential
Development P N P P N P P P(2) N N
Commercial/Industrial
Development P
(3) P(7) P(1) P(1) P P(1) P P N N
Automotive Repair
Shops N P N N P(4, 5) N P P N N
Restaurants
(>5,000 ft2) P N N P(1) N N P P N N
Hillside Development
(>5,000 ft2) P N P P N P P P N N
Parking Lots
(>5,000 ft2) P
(6) P(7) P(1) P(1) P(4) P P P N N
Streets, Highways, and
Freeways P
(6) P(7) P(1) P(1) P(4) P P P N N
Retail Gasoline Outlets N P(7) N N P(4) N P P N N
Project Priority
Pollutant(s) of Concern
P = Potential
N = Not Potential
(1) A potential Pollutant if non-native landscaping exists or is proposed onsite; otherwise not expected (2) A potential Pollutant if the project includes uncovered parking areas; otherwise not expected (3) A potential Pollutant is land use involving animal waste products; otherwise not expected (4) Including petroleum hydrocarbons
(5) Including solvents
(6) Bacterial indicators are routinely detected in pavement runoff (7) A potential source of metals, primarily copper and zinc. Iron, magnesium, and aluminum are commonly found in the environment and are commonly associated with soils, but are not primarily of anthropogenic stormwater origin in the municipal environment.
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F.2 Treatment Control BMP Selection
Treatment Control BMPs typically provide proprietary treatment mechanisms to treat potential Pollutants in runoff, but do not sustain significant biological processes. Treatment Control BMPs must be selected to address the Project Priority Pollutants of Concern (identified above) and meet the acceptance criteria described in Section 2.3.7 of the SMR WQMP. Documentation of acceptance criteria must be included in Appendix 6. In addition, ensure that proposed Treatment Control BMPs are properly identified on the WQMP Site Plan in Appendix 1.
Table F-3 Treatment Control BMP Selection
Selected Treatment Control BMP
Name or ID1
Priority Pollutant(s) of
Concern to Mitigate2
Removal Efficiency
Percentage3
1 Treatment Control BMPs must not be constructed within Receiving Waters. In addition, a proposed Treatment Control BMP may be listed more than once if they possess more than one qualifying pollutant removal efficiency. 2 Cross Reference Table E.1 above to populate this column. 3 As documented in a Copermittee Approved Study and provided in Appendix 6.
F.3 Sizing Criteria
Utilize Table F-4 below to appropriately size flow-through BMPs to the DCV, or Design Flow Rate, as applicable. Please reference Chapter 3.5.1 of the SMR WQMP for further information.
Table F-4 Treatment Control BMP Sizing
DMA
Type/ID
DMA
Area
(square
feet)
PostProject
Surface
Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA
Areas x
Runoff
Factor
Enter BMP Name /
Identifier Here
[A] [B] [C] [A] x [C]
Design
Storm
(in)
Design Flow
Rate (cfs)
AT = Σ[A] Σ= [D] [E] [F] =
[D]x[E]
[G]
[B], [C] is obtained as described in Section 2.6.1.b from the SMR WQMP [E] either 0.2 inches or 2 times the 85th percentile hourly rainfall intensity [G] = 43,560,.
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F.4 Hydrologic Performance Standard – Alternative Compliance Approach
Alternative compliance options are only available if the governing Copermittee has acknowledged the infeasibility of onsite Hydrologic Control BMPs and approved an alternative compliance approach. See Section 3.5 and 3.6 of the SMR WQMP.
Select the pursued alternative and describe the specifics of the alternative:
Offsite Hydrologic Control Management within the same channel system Insert narrative description here
In-Stream Restoration Project
Insert narrative description here
For Offsite Hydrologic Control BMP Option
Each Hydrologic Control BMP must be designed to ensure that the flow duration curve of the postdevelopment DMA will not exceed that of the pre-existing, naturally occurring, DMA by more than ten percent over a one-year period. Using SMRHM, the applicant shall demonstrate that the performance of each designed Hydrologic Control BMP is equivalent with the Hydrologic Performance Standard for onsite conditions. Complete Table F-5 below and identify, for each Hydrologic Control BMP, the equivalent DMA the Hydrologic Control BMP mitigates, that the SMRHM model passed, the total volume capacity of the BMP, the BMP footprint at top floor elevation, and the drawdown time of the BMP.
SMRHM summary reports for the alternative approach should be documented in Appendix 7. Refer to the SMRHM Guidance Document for additional information on SMRHM. You can add rows to the table as needed.
Table F-5 Offsite Hydrologic Control BMP Sizing
BMP Name / Type Equivalent
DMA (ac)
SMRHM
Passed
BMP Volume
(ac-ft)
BMP
Footprint (ac)
Drawdown
time (hr)
For Instream Restoration Option
Attach to Appendix 7 the technical report detailing the condition of the receiving channel subject to the proposed hydrologic and sediment regimes. Provide the full design plans for the in-stream restoration project that have been approved by the Copermittee. Utilize the San Diego Regional Water Quality Equivalency Guidance Document.
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Section G: Implement Trash Capture BMPs
The Local Jurisdiction may require full trash capture BMPs to be installed as part of the project. Consult with the Local Jurisdiction to determine applicability.
Trash Capture BMPs may be applicable to Type 'D' DMAs, as defined in Section 2.3.4 of the SMR WQMP.
Trash Capture BMPs are designed to treat QTRASH, the runoff flow rate generated during the 1-year 1- hour precipitation depth. Utilize Table G-1 to size Trash Capture BMP. Refer to Table G-2 to determine the Trash Capture Design Storm Intensity (E).
Table G-1 Sizing Trash Capture BMPs
DMA
Type/ID
DMA
Area
(square
feet)
PostProject
Surface
Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA
Areas x
Runoff
Factor D1 - Flogard
[A] [B] [C] [A] x [C]
D1 29614 Mixed 0.8252 0.63 18648
Trash Capture
Design Storm
Intensity (in)
Trash Capture Design Flow
Rate (cubic feet or cfs)
29614 18648 0.47 0.20
[B], [C] is obtained as described in Section 2.6.1.b from the SMR WQMP [G] = 43,560
Table G-2 Approximate precipitation depth/intensity values for calculation of the Trash Capture Design Storm City 1-year 1-hour Precipitation
Depth/Intensity (inches/hr)
Murrieta 0.47
Temecula 0.50
Wildomar 0.37
Use Table G-3 to summarize and document the selection and sizing of Trash Capture BMPs.
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Table G-3 Trash Capture BMPs
BMP Name /
ID
DMA
No(s) BMP Type / Description
Required Trash
Capture Flowrate
(cfs)
Provided Trash
Capture Flowrate
(cfs)
D1-Flogard D1 Flogard +Plus 0.20 1.5
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Section H: Source Control BMPs
Source Control BMPs include permanent, structural features that may be required in your Project plans, such as roofs over and berms around trash and recycling areas, and Operational BMPs, such as regular sweeping and “housekeeping,” that must be implemented by the site’s occupant or user. The Maximum Extent Practicable (MEP) standard typically requires both types of BMPs. In general, Operational Source Control BMPs cannot be substituted for a feasible and effective Structural Source Control BMP. Complete checklist below to determine applicable Source Control BMPs for your site.
Project-Specific WQMP Source Control BMP Checklist
All development projects must implement Source Control BMPs. Source Control BMPs are used to minimize pollutants that may discharge to the MS4. Refer to Chapter 3 (Section 3.8) of the SMR WQMP for additional information. Complete Steps 1 and 2 below to identify Source Control BMPs for the project site.
STEP 1: IDENTIFY POLLUTANT SOURCES
Review project site plans and identify the applicable pollutant sources. “Yes” indicates that the pollutant source is applicable to project site. “No” indicates that the pollutant source is not applicable to project site.
Yes No Storm Drain Inlets Yes No Outdoor storage areas
Yes No Floor Drains Yes No Material storage areas
Yes No Sump Pumps Yes No Fueling areas
Yes No Pets Control/Herbicide Application Yes No Loading Docks Yes No Food Service Areas Yes No Fire Sprinkler Test/Maintenance water Yes No Trash Storage Areas Yes No Plazas, Sidewalks and Parking Lots Yes No Industrial Processes Yes No Pools, Spas, Fountains and other water features
Yes No Vehicle and Equipment Cleaning and
Maintenance/Repair Areas
STEP 2: REQUIRED SOURCE CONTROL BMPS
List each Pollutant source identified above in column 1 and fill in the corresponding Structural Source Control BMPs and Operational Control BMPs by referring to the Stormwater Pollutant Sources/Source Control Checklist included in Appendix 8. The resulting list of structural and operational source control BMPs must be implemented as long as the associated sources are present on the project site. Add additional rows as needed.
Pollutant Source Structural Source Control BMP Operational Source Control BMP Storm Drain Inlets Flogard Insert Filter Inlet markings, SC-44 Fact Sheet Pest Control/Herbicide Application Bio-Retention Provide info, Maintain Landscape Trash Storage Areas Bio-Retention Fact Sheet SC-34
Vehicle and Equipment Maintenance Bio-Retention Washwater will not discharge Fire Sprinkler Test Bio-Retention Fact Sheet SC-41
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Section I: Coordinate Submittal with Other Site Plans
Populate Table I-1 below to assist the plan checker in an expeditious review of your project. During construction and at completion, [Insert Jurisdiction] inspectors will verify the installation of BMPs against the approved plans. The first two columns will contain information that was prepared in previous steps, while the last column will be populated with the corresponding plan sheets. This table is to be completed with the submittal of your final Project-Specific WQMP.
Table I-1 Construction Plan Cross-reference
BMP No. or ID BMP Identifier and Description Corresponding Plan Sheet(s) BIO-1 Bio-Retention with Partial Infiltration 1
BIO-2 Bio-Retention with Partial Infiltration 1
BIO-3 Bio-Retention with Partial Infiltration 1
BIO-4 Bio-Retention with Partial Infiltration 1
Note that the updated table — or Construction Plan WQMP Checklist — is only a reference tool to facilitate an easy comparison of the construction plans to your Project-Specific WQMP. The Copermittee with jurisdiction over the Project site can advise you regarding the process required to propose changes to the approved Project-Specific WQMP.
Use Table I-2 to identify other applicable permits that may impact design of the site. If yes is answered to any of the items below, the Copermittee may require proof of approval/coverage from those agencies as applicable including documentation of any associated requirements that may affect this Project-Specific WQMP.
Table I-2 Other Applicable Permits
Agency Permit Required
State Department of Fish and Game, 1602 Streambed Alteration Agreement Y N State Water Resources Control Board, Clean Water Act Section 401 Water Quality Certification Y N US Army Corps of Engineers, Clean Water Act Section 404 Permit Y N US Fish and Wildlife, Endangered Species Act Section 7 Biological Opinion Y N Statewide Construction General Permit Coverage Y N
Statewide Industrial General Permit Coverage Y N
Western Riverside MSHCP Consistency Approval (e.g., JPR, DBESP) Y N Other (please list in the space below as required)
Y N
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Section J: Operation, Maintenance and Funding
The Copermittee with jurisdiction over the Project site will periodically verify that BMPs on your Project are maintained and continue to operate as designed. To make this possible, the Copermittee will require that you include in Appendix 9 of this Project-Specific WQMP:
1. A means to finance and implement maintenance of BMPs in perpetuity, including replacement cost.
2. Acceptance of responsibility for maintenance from the time the BMPs are constructed until responsibility for operation and maintenance is legally transferred. A warranty covering a period following construction may also be required.
3. An outline of general maintenance requirements for the Stormwater BMPs you have selected.
4. Figures delineating and designating pervious and impervious areas, location, and type of Stormwater BMP, and tables of pervious and impervious areas served by each facility. Geolocating the BMPs using a coordinate system of latitude and longitude is recommended to help facilitate a future statewide database system.
5. A separate list and location of self-retaining areas or areas addressed by LID Principles that do not require specialized Operations and Maintenance or inspections but will require typical landscape maintenance as noted in Chapter 5, in the SMR WQMP. Include a brief description of typical landscape maintenance for these areas.
The Copermittee with jurisdiction over the Project site will also require that you prepare and submit a detailed BMP Operation and Maintenance Plan that sets forth a maintenance schedule for each of the BMPs built on your site. An agreement assigning responsibility for maintenance and providing for inspections and certification may also be required.
Details of these requirements and instructions for preparing a BMP Operation and Maintenance Plan are in Chapter 5 of the SMR WQMP.
Maintenance Mechanism: Owner
Will the proposed BMPs be maintained by a Homeowners’ Association (HOA) or Property Owners Association (POA)?
Y N
Include your Operation and Maintenance Plan and Maintenance Mechanism in Appendix 9. Additionally, include all pertinent forms of educational materials for those personnel that will be maintaining the proposed BMPs within this Project-Specific WQMP in Appendix 10.
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Section K: Acronyms, Abbreviations and Definitions
Regional MS4 Permit Order No. R9-2013-0001 as amended by Order No. R9-2015-0001 and Order No. R9-2015-0100 an NPDES Permit issued by the San Diego Regional Water Quality Control Board.
Applicant Public or private entity seeking the discretionary approval of new or replaced improvements from the Copermittee with jurisdiction over the project site. The Applicant has overall responsibility for the implementation and the approval of a Priority Development Project. The WQMP uses consistently the term “user” to refer to the applicant such as developer or project proponent.
The WQMP employs also the designation “user” to identify the Registered Professional Civil Engineer responsible for submitting the Project-Specific WQMP, and designing the required BMPs.
Best Management
Practice (BMP)
Defined in 40 CFR 122.2 as schedules of activities, prohibitions of practices, maintenance procedures, and other management practices to prevent or reduce the pollution of waters of the United States. BMPs also include treatment requirements, operating procedures and practices to control plant site runoff, spillage or leaks, sludge or waste disposal, or drainage from raw material storage. In the case of municipal storm water permits, BMPs are typically used in place of numeric effluent limits.
BMP Fact Sheets BMP Fact Sheets are available in the LID BMP Design Handbook.
Individual BMP Fact Sheets include sitting considerations, and design and sizing guidelines for seven types of structural BMPs (infiltration basin, infiltration trench, permeable pavement, harvest-and-use, bioretention, extended detention basin, and sand filter).
California
Stormwater Quality
Association (CASQA)
Publisher of the California Stormwater Best Management Practices Handbooks, available at
www.cabmphandbooks.com.
Conventional
Treatment Control
BMP
A type of BMP that provides treatment of stormwater runoff.
Conventional treatment control BMPs, while designed to treat particular Pollutants, typically do not provide the same level of volume reduction as LID BMPs, and commonly require more specialized maintenance than LID BMPs. As such, the Regional MS4 Permit and this WQMP require the use of LID BMPs wherever feasible, before Conventional Treatment BMPs can be considered or implemented.
Copermittees The Regional MS4 Permit identifies the Cities of Murrieta, Temecula, and Wildomar, the County, and the District, as Copermittees for the SMR.
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County The abbreviation refers to the County of Riverside in this document.
CEQA California Environmental Quality Act - a statute that requires state and local agencies to identify the significant environmental impacts of their actions and to avoid or mitigate those impacts, if feasible.
CIMIS California Irrigation Management Information System - an integrated network of 118 automated active weather stations all over California managed by the California Department of Water Resources.
CWA Clean Water Act - is the primary federal law governing water pollution. Passed in 1972, the CWA established the goals of eliminating releases of high amounts of toxic substances into water, eliminating additional water pollution by 1985, and ensuring that surface waters would meet standards necessary for human sports and recreation by 1983.
CWA Section 402(p) is the federal statute requiring NPDES permits for discharges from MS4s.
CWA Section 303(d)
Waterbody
Impaired water in which water quality does not meet applicable water quality standards and/or is not expected to meet water quality standards, even after the application of technology based pollution controls required by the CWA. The discharge of urban runoff to these water bodies by the Copermittees is significant because these discharges can cause or contribute to violations of applicable water quality standards.
Design Storm The Regional MS4 Permit has established the 85th percentile, 24- hour storm event as the "Design Storm". The applicant may refer to Exhibit A to identify the applicable Design Storm Depth (D85) to the project.
DCV Design Capture Volume (DCV) is the volume of runoff produced from the Design Storm to be mitigated through LID Retention BMPs, Other LID BMPs and Volume Based Conventional
Treatment BMPs, as appropriate.
Design Flow Rate The design flow rate represents the minimum flow rate capacity that flow-based conventional treatment control BMPs should treat to the MEP, when considered.
DCIA Directly Connected Impervious Areas - those impervious areas that are hydraulically connected to the MS4 (i.e. street curbs, catch basins, storm drains, etc.) and thence to the structural BMP without flowing over pervious areas.
Discretionary
Approval
A decision in which a Copermittee uses its judgment in deciding whether and how to carry out or approve a project.
District Riverside County Flood Control and Water Conservation District.
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DMA A Drainage Management Area - a delineated portion of a project site that is hydraulically connected to a common structural BMP or conveyance point. The Applicant may refer to Section 3.3 for further guidelines on how to delineate DMAs.
Drawdown Time Refers to the amount of time the design volume takes to pass through the BMP. The specified or incorporated drawdown times are to ensure that adequate contact or detention time has occurred for treatment, while not creating vector or other nuisance issues. It is important to abide by the drawdown time requirements stated in the fact sheet for each specific BMP.
Effective Area Area which 1) is suitable for a BMP (for example, if infiltration is potentially feasible for the site based on infeasibility criteria, infiltration must be allowed over this area) and 2) receives runoff from impervious areas.
ESA An Environmental Sensitive Area (ESA) designates an area "in which plants or animals life or their habitats are either rare or especially valuable because of their special nature or role in an ecosystem and which would be easily disturbed or degraded by human activities and developments". (Reference: California Public Resources Code § 30107.5).
ET Evapotranspiration (ET) is the loss of water to the atmosphere by the combined processes of evaporation (from soil and plant surfaces) and transpiration (from plant tissues). It is also an indicator of how much water crops, lawn, garden, and trees need for healthy growth and productivity
FAR The Floor Area Ratio (FAR) is the total square feet of a building divided by the total square feet of the lot the building is located on.
Flow-Based BMP Flow-based BMPs are conventional treatment control BMPs that are sized to treat the design flow rate.
FPPP Facility Pollution Prevention Plan
HCOC Hydrologic Condition of Concern - Exists when the alteration of a site’s hydrologic regime caused by development would cause significant impacts on downstream channels and aquatic habitats, alone or in conjunction with impacts of other projects.
HMP Hydromodification Management Plan – Plan defining Performance Standards for PDPs to manage increases in runoff discharge rates and durations.
Hydrologic Control
BMP
BMP to mitigate the increases in runoff discharge rates and durations and meet the Performance Standards set forth in the HMP.
HSG Hydrologic Soil Groups – soil classification to indicate the minimum rate of infiltration obtained for bare soil after prolonged wetting. The HSGs are A (very low runoff potential/high infiltration rate), B, C, and D (high runoff potential/very low infiltration rate)
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Hydromodification The Regional MS4 Permit identifies that increased volume, velocity, frequency and discharge duration of storm water runoff from developed areas has the potential to greatly accelerate downstream erosion, impair stream habitat in natural drainages, and negatively impact beneficial uses.
JRMP A separate Jurisdictional Runoff Management Plan (JRMP) has been developed by each Copermittee and identifies the local programs and activities that the Copermittee is implementing to meet the Regional MS4 Permit requirements.
LID Low Impact Development (LID) is a site design strategy with a goal of maintaining or replicating the pre-development hydrologic regime through the use of design techniques. LID site design BMPs help preserve and restore the natural hydrologic cycle of the site, allowing for filtration and infiltration which can greatly reduce the volume, peak flow rate, velocity, and pollutant loads of storm water runoff.
LID BMP A type of stormwater BMP that is based upon Low Impact Development concepts. LID BMPs not only provide highly effective treatment of stormwater runoff, but also yield potentially significant reductions in runoff volume – helping to mimic the preproject hydrologic regime, and also require less ongoing maintenance than Treatment Control BMPs. The applicant may refer to Chapter 2.
LID BMP Design
Handbook
The LID BMP Design Handbook was developed by the
Copermittees to provide guidance for the planning, design and maintenance of LID BMPs which may be used to mitigate the water quality impacts of PDPs within the County.
LID Bioretention BMP LID Bioretention BMPs are bioretention areas are vegetated (i.e., landscaped) shallow depressions that provide storage, infiltration, and evapotranspiration, and provide for pollutant removal (e.g., filtration, adsorption, nutrient uptake) by filtering stormwater through the vegetation and soils. In bioretention areas, pore spaces and organic material in the soils help to retain water in the form of soil moisture and to promote the adsorption of pollutants (e.g., dissolved metals and petroleum hydrocarbons) into the soil matrix.
Plants use soil moisture and promote the drying of the soil through transpiration.
The Regional MS4 Permit defines “retain” as to keep or hold in a particular place, condition, or position without discharge to surface waters.
LID Biofiltration BMP BMPs that reduce stormwater pollutant discharges by intercepting rainfall on vegetative canopy, and through incidental infiltration and/or evapotranspiration, and filtration, and other biological and chemical processes. As stormwater passes down through the planting soil, pollutants are filtered, adsorbed, biodegraded, and sequestered by the soil and plants, and collected through an underdrain.
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LID Harvest and
Reuse BMP
BMPs used to facilitate capturing Stormwater Runoff for later use without negatively impacting downstream water rights or other Beneficial Uses.
LID Infiltration BMP BMPs to reduce stormwater runoff by capturing and infiltrating the runoff into in-situ soils or amended onsite soils. Typical LID Infiltration BMPs include infiltration basins, infiltration trenches and pervious pavements.
LID Retention BMP BMPs to ensure full onsite retention without runoff of the DCV such as infiltration basins, bioretention, chambers, trenches, permeable pavement and pavers, harvest and reuse.
LID Principles Site design concepts that prevent or minimize the causes (or drivers) of post-construction impacts, and help mimic the predevelopment hydrologic regime.
MEP Maximum Extent Practicable - standard established by the 1987 amendments to the CWA for the reduction of Pollutant discharges from MS4s. Refer to Attachment C of the Regional MS4 Permit for a complete definition of MEP.
MF Multi-family – zoning classification for parcels having 2 or more living residential units.
MS4 Municipal Separate Storm Sewer System (MS4) is a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains): (i) Owned or operated by a State, city, town, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, storm water, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or designated and approved management agency under section 208 of the CWA that discharges to waters of the United States; (ii) Designated or used for collecting or conveying storm water; (iii) Which is not a combined sewer; (iv) Which is not part of the Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.26.
New Development
Project
Defined by the Regional MS4 Permit as 'Priority Development Projects' if the project, or a component of the project meets the categories and thresholds described in Section 1.1.1.
NPDES National Pollution Discharge Elimination System - Federal program for issuing, modifying, revoking and reissuing, terminating, monitoring and enforcing permits, and imposing and enforcing pretreatment requirements, under Sections 307, 318, 402, and 405 of the CWA.
NRCS Natural Resources Conservation Service
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PDP Priority Development Project - Includes New Development and Redevelopment project categories listed in Provision E.3.b of the Regional MS4 Permit.
Priority Pollutants of
Concern
Pollutants expected to be present on the project site and for which a downstream water body is also listed as Impaired under the CWA Section 303(d) list or by a TMDL.
Project-Specific
WQMP
A plan specifying and documenting permanent LID Principles and Stormwater BMPs to control post-construction Pollutants and stormwater runoff for the life of the PDP, and the plans for operation and maintenance of those BMPs for the life of the project.
Receiving Waters Waters of the United States.
Redevelopment
Project
The creation, addition, and or replacement of impervious surface on an already developed site. Examples include the expansion of a building footprint, road widening, the addition to or replacement of a structure, and creation or addition of impervious surfaces.
Replacement of impervious surfaces includes any activity that is not part of a routine maintenance activity where impervious material(s) are removed, exposing underlying soil during construction. Redevelopment does not include trenching and resurfacing associated with utility work; resurfacing existing roadways; new sidewalk construction, pedestrian ramps, or bike lane on existing roads; and routine replacement of damaged pavement, such as pothole repair.
Project that meets the criteria described in Section 1.
Runoff Fund Runoff Funds have not been established by the Copermittees and are not available to the Applicant.
If established, a Runoff Fund will develop regional mitigation projects where PDPs will be able to buy mitigation credits if it is determined that implementing onsite controls is infeasible.
San Diego Regional
Board
San Diego Regional Water Quality Control Board - The term "Regional Board", as defined in Water Code section 13050(b), is intended to refer to the California Regional Water Quality Control Board for the San Diego Region as specified in Water Code Section 13200. State agency responsible for managing and regulating water quality in the SMR.
SCCWRP Southern California Coastal Water Research Project Site Design BMP Site design BMPs prevent or minimize the causes (or drivers) of post-construction impacts, and help mimic the pre-development hydrologic regime.
SF Parcels with a zoning classification for a single residential unit.
SMC Southern California Stormwater Monitoring Coalition SMR The Santa Margarita Region (SMR) represents the portion of the Santa Margarita Watershed that is included within the County of Riverside.
Water Quality Management Plan (WQMP)
MTA Tire Shop
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Source Control BMP Source Control BMPs land use or site planning practices, or structural or nonstructural measures that aim to prevent runoff pollution by reducing the potential for contamination at the source of pollution. Source control BMPs minimize the contact between Pollutants and runoff.
Structural BMP Structures designed to remove pollutants from stormwater runoff and mitigate hydromodification impacts.
SWPPP Storm Water Pollution Prevention Plan
Tentative Tract Map Tentative Tract Maps are required for all subdivision creating five (5) or more parcels, five (5) or more condominiums as defined in Section 783 of the California Civil Code, a community apartment project containing five (5) or more parcels, or for the conversion of a dwelling to a stock cooperative containing five (5) or more dwelling units.
TMDL Total Maximum Daily Load - the maximum amount of a Pollutant that can be discharged into a waterbody from all sources (point and non-point) and still maintain Water Quality Standards. Under CWA Section 303(d), TMDLs must be developed for all
waterbodies that do not meet Water Quality Standards after application of technology-based controls.
USEPA United States Environmental Protection Agency
Volume-Based BMP Volume-Based BMPs applies to BMPs where the primary mode of pollutant removal depends upon the volumetric capacity such as detention, retention, and infiltration systems.
WQMP Water Quality Management Plan
Wet Season The Regional MS4 Permit defines the wet season from October 1 through April 30.
Water Quality Management Plan (WQMP)
MTA Tire Shop
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Appendix 1: Maps and Site
Plans
Location Map, WQMP Site Plan and Receiving Waters Map
Complete the checklist below to verify all exhibits and components are included in the ProjectSpecific WQMP. Refer Section 4 of the SMR WQMP and Section D of this Template.
Map and Site Plan Checklist
Indicate all Maps and Site Plans are included in your Project-Specific WQMP by checking the boxes below.
Vicinity and Location Map
Existing Site Map (unless exiting conditions are included in WQMP Site Plan) WQMP Site Plan
Parcel Boundary and Project Footprint
Existing and Proposed Topography
Drainage Management Areas (DMAs)
Proposed Structural Best Management Practices (BMPs)
Drainage Paths
Drainage infrastructure, inlets, overflows
Source Control BMPs
Site Design BMPs
Buildings, Roof Lines, Downspouts
Impervious Surfaces
Pervious Surfaces (i.e. Landscaping)
Standard Labeling
MTA TIRE SHOP Legend
Project Location
1 mi
N
➤
MTA TIRE SHOP
Existing Site
Legend
Project Location
200 ft
N
➤
MOP
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OF
1 SHEET
1 File: XXXXXXX
1 inch = ft.
( IN FEET )
GRAPHIC SCALE
10 0 10 20
10 5 30
KOLIBR
I
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E X C E L L E N C E . P A S S I O N . P E R F O R MA N C E
CIVIL / STRUCTURAL / SURVEYING
41197 GOLDEN GATE CIR., STE. 103, MURRIETA, CA
PHONE / FAX: (951) 252-1034 WEB: WWW.KOLIBRIEN.BIZ
KOLIBRIEN
BMP LEGEND:
WQMP LEGEND
SD
VARIES
16" GRATE INLET
INVERT ELEVATIONS
PER PLANS
BASIN BOTTOM
0.5%MIN.
NOTES: DCV 6"
PER PLAN
SITE
VICINITY MAP
ASSESSOR'S PARCEL NO.:
OWNER:
SITE ADDRESS:
BMP NOTES
Water Quality Management Plan (WQMP)
MTA Tire Shop
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Appendix 2: Construction
Plans
The latest set of Grading, Drainage and Street Improvement Plans shall be included.
For Bioretention and Biofiltration facilities, the following construction notes shall be shown on the Grading and/or Drainage plans.
1) BSM and Aggregates should not be delivered or placed in frozen, wet or muddy conditions. The Contractor should protect materials from absorbing excess water and from erosion at all times.
The Contractor shall not store materials unprotected during large rainfall events (>.25 inches). If water is introduced into material while it is stockpiled, the Contractor shall allow the material to drain to an acceptable level before it is placed.
2) The Engineer shall furnish to the City a copy of the source testing and a signed certification that the fully blended Bioretention/Biofiltration Soil Media (BSM) material meets all of the WQMP requirements before the material is imported or if the material is mixed onsite prior to installation. Onsite mixing may only occur if sand or topsoil components are sourced from the Project site. Onsite mixing may be conducted by using loaders. 3) BSM shall be lightly compacted and placed in loose lifts of 12 inches thick. Compaction should not exceed 75% standard procter. Machinery should not be used in the BSM area to place BSM.
As BSM material is being installed, Quality Assurance (QA) tests shall be conducted or for every 1,200 tons or 800 cubic yards mixed on-site from a completely mixed stockpile or windrow, with a minimum of three tests. For imported material from a supplier with a quality control program the QA tests shall be conducted 2,400 tons or 1,600 cubic yards from the supplier. 4) The Engineer conducting the Quality Control testing shall furnish to the City a copy of the QA testing and a certification that the BSM for the project meets all of the following requirements. a. BSM shall consist of 60-80% clean sand, up to 20% clean topsoil, and 20% of a nutrientstabilized organic amendment. The initial infiltration rate shall be greater than 8 inches per hour per laboratory test.
b. pH: 6.0 – 8.5; Salinity: 0.5 to 3.0 mmho/cm as electrical conductivity; sodium absorption ratio: < 6.0; Chloride: <800 ppm in saturated extract; Cation Exchange Capacity (CEC): > 10 meq/100 g; Organic Matter: 2 to 5 percent on a dry weight basis; Carbon: Nitrogen ratio: 12 to 40, preferably 15 to 40; Gravel larger than 2mm: 0 to 25-percent of the total sample; Clay smaller than 0.005 mm: 0 to 5 percent of the non-gravel fraction. c. BSM shall be tested to limit the leaching of potential inherent pollutants. BSM used in Biofiltration BMPs shall conform to the following limits for pollutant concentrations in saturated extract: Phosphorous: < 1 mg/L; Nitrate < 3 mg/L, Copper <0.025 mg/L. These pollutant limits are for the amount that is leached from the sample, not from the soil sample itself. Testing may be performed after laboratory rinsing of media with up to 15 pore volumes of water. Equivalent test results will be accepted if certified by a laboratory or appropriate testing facility.
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MTA Tire Shop
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d. Low nutrient compost used in BSM shall be sourced from a facility permitted through CalRecyle, preferably through USCC STA program. Compost shall conform to the following requirements: Physical contaminants <1% by dry weight; Carbon:Nitrogen ratio: 12:1 to 40:1, Maturity/Stability shall conform to either: Solvita Maturity Index: ≥
5.5, CO2 Evolution: < 2.5 mg CO2-C per g compost organic matter per day, or < 5 mg CO2 – shall be more than 6 months old and representative of current stockpiles. e. Coconut coir pith used in BSM shall be thoroughly rinsed with freshwater and screened to remove coarse fibers as part of production and aged > 6 months. Peat used in BSM shall be sphagnum peat.
Potential BSM sources may include (not part of construction note): Gail Materials (Temescal Valley), Agriservice (Oceanside), Greatsoils (Escondido), and Earthworks (Riverside).
Potential Laboratories may include (not part of construction note): Fruit Growers Laboratory, Inc. (Santa Paula, http://www.fglinc.com/), Wallace Laboratories (El Segundo, http://us.wlabs.com/), Control Labs (Watsonville, http://controllabs.com) and A&L Western Laboratories (Modesto, http://www.al-labswest.com/) ELE.
1-WAY
SITE
1 CITY OF MURRIETA
PHONE: (888) 827-7140 FAX: (888) 827-9724
41197 GOLDEN GATE CIR., STE. 103 MURRIETA, CA
KOLIBRIEN
LAND SURVEYING - CIVIL ENGINEERING - STRUCTURAL ENGINEERING EMAIL: [email protected] WEB: WWW.KOLIBRIEN.BIZ
10 CITY OF MURRIETA
RIVERSIDE COUNTY, CALIFORNIA
APN: 910490015
PRECISE GRADING & EROSION CONTROL PLAN
MTA TIRE SHOP
SHEET INDEX:
PROPOSED LEGEND: ABBREVIATIONS:
EXISTING LEGEND:
VICINITY MAP
LEGAL DESCRIPTION:
BENCHMARK:
BASIS OF BEARINGS:
ENGINEER / LAND SURVEYOR:
ASSESSOR'S PARCEL NO.:
OWNER:
SITE ADDRESS:
GRADING NOTES
SUBMITTAL NOTICE:
DECLARATION OF RESPONSIBLE CHARGE:
NOTIFICATIONS:
APPROXIMATE EARTHWORK QUANTITIES:
ENGINEERING/CONSTRUCTION SOURCES:
ADDITIONAL GRADING REQUIREMENTS
DISTURBED AREA
TOTAL IMPERVIOUS AREA
PROPOSED TIRE SHOP
APN 910-490-015
VACANT LOT
APN 910-490-013
GENERAL NOTES
VACANT LOT
APN 910-490-002 MADISON AVENUE DRIVE AISLE AND SINAGE EASEMENT
DRIVE AISLE AND SINAGE EASEMENT
KOLIBR
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STORMWATER CONSTRUCTION
NOTES & QUANTITIES
2 SIGNING AND STRIPING GENERAL NOTES: SIGNING AND STRIPING GENERAL NOTES (CONTD.) :
STREET NOTES
PAVING NOTES
FIRE CONSTRUCTION NOTES
& QUANTITIES
CONSTRUCTION NOTES
& QUANTITIES
SEWER CONSTRUCTION NOTES &
QUANTITIES
WATER CONSTRUCTION NOTES &
QUANTITIES
CITY OF MURRIETA
PHONE: (888) 827-7140 FAX: (888) 827-9724
41197 GOLDEN GATE CIR., STE. 103 MURRIETA, CA
KOLIBRIEN
LAND SURVEYING - CIVIL ENGINEERING - STRUCTURAL ENGINEERING EMAIL: [email protected] WEB: WWW.KOLIBRIEN.BIZ
10 MOP
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3 CITY OF MURRIETA
PHONE: (888) 827-7140 FAX: (888) 827-9724
41197 GOLDEN GATE CIR., STE. 103 MURRIETA, CA
KOLIBRIEN
LAND SURVEYING - CIVIL ENGINEERING - STRUCTURAL ENGINEERING EMAIL: [email protected] WEB: WWW.KOLIBRIEN.BIZ
10 0
GRAPHIC SCALE
SCALE: 1" =
KOLIBR
I
NE
10' 5' 10' 20' 30'
10'
CONSTRUCTION NOTES
& QUANTITIES
4 CITY OF MURRIETA
PHONE: (888) 827-7140 FAX: (888) 827-9724
41197 GOLDEN GATE CIR., STE. 103 MURRIETA, CA
KOLIBRIEN
LAND SURVEYING - CIVIL ENGINEERING - STRUCTURAL ENGINEERING EMAIL: [email protected] WEB: WWW.KOLIBRIEN.BIZ
10 SECTION A-A
SECTION B-B
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NOTES & QUANTITIES
CITY OF MURRIETA
PHONE: (888) 827-7140 FAX: (888) 827-9724
41197 GOLDEN GATE CIR., STE. 103 MURRIETA, CA
KOLIBRIEN
LAND SURVEYING - CIVIL ENGINEERING - STRUCTURAL ENGINEERING EMAIL: [email protected] WEB: WWW.KOLIBRIEN.BIZ
5 10
0 GRAPHIC SCALE
SCALE: 1" =
10' 5' 10' 20' 30'
10'
KOLIBR
I
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A.C PAVEMENT SECTION
12" STEP DETAIL
TYP.
CONCRETE WHEEL STOP DETAIL
Inlet
Filtration
SPECIFIER CHART
INLET ID GRATE OD COMMENTS
FF-16D 16" X 16" 18" X 18"
MODEL
GRATED INLET f
SECTION VIEW
f FG-0001
FG-0001 E
THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF SAID COMPANY. COPYRIGHT © 2016 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 7921 Southpark Plaza, Suite 200 | Littleton, CO | 80120 | Ph: 800.579.8819 | oldcastlestormwater.com Stormwater Solutions
d FG-0001
FG-0001 E
THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF SAID COMPANY. COPYRIGHT © 2016 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 7921 Southpark Plaza, Suite 200 | Littleton, CO | 80120 | Ph: 800.579.8819 | oldcastlestormwater.com Stormwater Solutions
d
Inlet
Filtration
FloGard
Catch Basin Insert Filter
Grated Inlet Style
FloGard
Catch Basin Insert Filter
Grated Inlet Style
DETAIL 1 R99C R100B R7-8B
ADA PARKING STALL
NOTES:
CITY OF MURRIETA
PHONE: (888) 827-7140 FAX: (888) 827-9724
41197 GOLDEN GATE CIR., STE. 103 MURRIETA, CA
KOLIBRIEN
LAND SURVEYING - CIVIL ENGINEERING - STRUCTURAL ENGINEERING EMAIL: [email protected] WEB: WWW.KOLIBRIEN.BIZ
6 10
6" CURB AND GUTTER
JENSEN PRE-CAST CATCH BASIN INLET DETAIL
TYPICAL CURB DRAIN INLET
PUMP HOUSING
6"
CONTACT JENSEN PRECAST.
AND PRODUCT INFORMATION,
FOR COMPLETE DESIGN
30"
26" 26"
16"
24"
BOX DESIGN LOAD:
H-20 TRAFFIC
TYPICAL BIO-RETENTION WITH PARTIAL INFILTRATION BASIN
VARIES
CITY OF MURRIETA
PHONE: (888) 827-7140 FAX: (888) 827-9724
41197 GOLDEN GATE CIR., STE. 103 MURRIETA, CA
KOLIBRIEN KOLIBRIEN
LAND SURVEYING - CIVIL ENGINEERING - STRUCTURAL ENGINEERING EMAIL: [email protected] WEB: WWW.KOLIBRIEN.BIZ 7 10
MOP W W W W W W W W W W W W W W W W W W W W W
WWWW
WWW
WWWW
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SD SD SD SD SD SD SD SD SD SD SD SD S S S S S S S S S S S S S S S S S S S S S W W W
FENCE LINE DATA
LINE
TAG
LENGTH
15.84 18.00
17.25 17.41
21.48 1.98
5.00 10.51
15.01 15.60
5.16 7.15
154.01
15.93 75.00
14.97 63.76
12.36 15.59
90.99 15.01
15.62 34.25
24.00 0.25
DIRECTION
N48° 18' 47.70"E
N41° 41' 12.30"W
N48° 18' 47.70"E
N41° 41' 52.00"W
N48° 19' 45.67"E
N41° 41' 52.02"W
N48° 18' 08.00"E
N48° 20' 56.10"E
S41° 41' 51.99"E
N41° 41' 38.40"W
S48° 13' 28.00"W
S41° 41' 52.00"E
S48° 13' 36.32"W
S48° 18' 46.45"W
N41° 42' 15.07"W
S48° 18' 47.70"W
N41° 41' 49.09"W
S48° 18' 08.00"W
N41° 41' 52.00"W
S48° 17' 08.09"W
S41° 41' 52.04"E
N41° 41' 38.37"W
N41° 41' 12.30"W
N48° 18' 47.70"E
S41° 41' 12.30"E
CITY OF MURRIETA
PHONE: (888) 827-7140 FAX: (888) 827-9724
41197 GOLDEN GATE CIR., STE. 103 MURRIETA, CA
KOLIBRIEN
LAND SURVEYING - CIVIL ENGINEERING - STRUCTURAL ENGINEERING EMAIL: [email protected] WEB: WWW.KOLIBRIEN.BIZ 8 10 0
GRAPHIC SCALE
SCALE: 1" =
10' 5' 10' 20' 30'
10'
KOLIBRI NE
W
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CITY OF MURRIETA
PHONE: (888) 827-7140 FAX: (888) 827-9724
41197 GOLDEN GATE CIR., STE. 103 MURRIETA, CA
KOLIBRIEN
LAND SURVEYING - CIVIL ENGINEERING - STRUCTURAL ENGINEERING EMAIL: [email protected] WEB: WWW.KOLIBRIEN.BIZ
9 10
0 GRAPHIC SCALE
SCALE: 1" =
10' 5' 10' 20' 30'
10'
FIRE CONSTRUCTION NOTES
& QUANTITIES
SEWER CONSTRUCTION NOTES &
QUANTITIES
WATER CONSTRUCTION NOTES &
QUANTITIES
KOLIBR
I
NE
CITY OF MURRIETA
PHONE: (888) 827-7140 FAX: (888) 827-9724
41197 GOLDEN GATE CIR., STE. 103 MURRIETA, CA
KOLIBRIEN KOLIBRIEN
LAND SURVEYING - CIVIL ENGINEERING - STRUCTURAL ENGINEERING EMAIL: [email protected] WEB: WWW.KOLIBRIEN.BIZ
10 10
Water Quality Management Plan (WQMP)
MTA Tire Shop
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Appendix 3: Soils Information
Geotechnical Study, Other Infiltration Testing Data, and/or Other Documentation Examples of material to provide in Appendix 3 may include but are not limited to the following:
Geotechnical Study/Report prepared for the project,
Additional soils testing data (if not included in the Geotechnical Study), Exhibits/Maps/Other Documentation of the Hydrologic Soils Groups (HSG)s at the project site.
This information should support the Full Infiltration Applicability, and Biofiltration Applicability sections of this Template. Refer to Section 2.3 of the SMR WQMP and Sections A and D of this Template.
Water Quality Management Plan (WQMP)
MTA Tire Shop
- 45 -
Appendix 4: Historical Site
Conditions
Phase I Environmental Site Assessment or Other Information on Past Site Use Examples of material to provide in Appendix 4 may include but are not limited to the following:
Environmental Site Assessments conducted for the project, Other information on Past Site Use that impacts the feasibility of LID BMP implementation on the site.
This information should support the Full Infiltration Applicability, and Biofiltration Applicability sections of this Template. Refer to Section 2.3 of the SMR WQMP and Sections D of this Template.
ASSESSOR DATA
Maps, permit information and data are to be used for reference purposes only. Map features are approximate, and are not necessarily accurate to surveying or engineering standards. The County of Riverside makes no warranty or guarantee as to the content (the source is often third party), accuracy, timeliness, or completeness of any of the data provided, and assumes no legal responsibility for the information contained on this map. Any use of this product with respect to accuracy and precision shall be the sole responsibility of the user. 910490015
Full Report
Riverside County Parcel Report
APN 910-490-015-1
Previous APN
Address
Lot Size
Legal Description
Recorded Book/Page:
Subdivision:
Property Characteristics
Year Constructed:
Stories:
Baths:
Bedrooms:
910490004,910490005
0.81 Owner Name(s)
Mailing Address
Lot/Parcel:
Block:
Tract Number:
Pool:
Central Cool:
Central Heat:
Property Area (sq ft):
Construction Type:
Roof Type:
Garage Type:
PM 2
NO
NO
NO
PO BOX 15, MURRIETA CA 92564
NOT AVAILABLE ONLINE
PARCEL DATA
City Boundary MURRIETA
City Spheres of Influence NOT IN A CITY SPHERE
Elevation 1098 ft
Indian Tribal Land NOT IN A TRIBAL LAND
Supervisorial District CHUCK WASHINGTON, DISTRICT 3
Thomas Bros. Map Page/Grid PAGE: 928, GRID: C7
Township/Range T7SR3W SEC 21 RHO
PLANNING
Agricultural Preserve NOT IN AN AGRICULTRAL PRESERVE
Airport Compatibility Zones NOT IN AN AIRPORT COMPATIBLITY AREA Airport Influence Areas NOT IN AN AIRPORT INFLUENCE AREA Area Plan (RCIP) Southwest Area
Community Advisory Councils NOT IN A COMMUNITY ADVISORY COUNCIL General Plan Policy Areas NOT IN A GENERAL PLAN POLICY AREA General Plan Policy Overlays NOT IN A GENERAL PLAN POLICY OVERLAY Historic Preservation Districts NOT IN A HISTORIC PRESERVATION DISTRICT Land Use Designations CITY
Residential Permit Stats
Expected Units:
Report printed on Tuesday, March 26, 2024 11:41 AM Version 1 20230207 Page 1/4 BRS Permit Units:
Current Permits:
Cumulative Total:
% of Expected:
Final Issued Active
Environmental Justice
Communities
NOT IN AN ENVIRONMENTAL JUSTICE COMMUNITY
Specific Plans NOT IN A SPECIFIC PLAN
Zoning Classifications (ORD. 348) Contact the Planning Dept at https://planning.rctlma.org/Contact-Us for more information
CHECK WITH THE CITY FOR MORE INFORMATION
Zoning Overlays NOT IN A ZONING OVERLAY
Zoning Districts and Zoning Areas NOT IN A ZONING DISTRICT/AREA
ENVIRONMENTAL
Coachella Valley Multi-Species
Habitat Conservation Plan
(CVMSHCP) Plan Area
NOT IN A COACHELLA VALLEY MSHCP FEE AREA
CVMSHCP Conservation Area NOT COACHELLA VALLEY CONSERVATION AREA CVMSHCP Fluvial Sand Transport
Special Provision Areas
NOT IN A FLUVIAL SAND TRANSPORT SPECIAL PROVISION AREA
Habitat Acquisition and Negotiation
Strategy/Expedited Review Process
NOT IN A HANS/ERP PROJECT
Vegetation (2005) URBAN INTERFACE MAPPING UNIT
Western Riverside County MultiSpecies Habitat Conservation Plan (WRMSHCP) Plan Area
WESTERN RIVERSIDE COUNTY
WRMSHCP Cell Group NOT IN A CELL GROUP
WRMSHCP Cell Number NOT IN A CELL NUMBER
FIRE
Fire Hazard Classification (Ord. 787) NOT IN A FIRE HAZARD ZONE Fire Responsibility Area NOT IN A FIRE RESPONSIBILITY AREA
DEVELOPMENT FEES
CVMSHCP Fee Area (Ord 875) NOT IN A COACHELLA VALLEY MSHCP FEE AREA Development Agreements NOT IN A DEVELOPMENT AGREEMENT
Development Impact Fee Area (Ord.
659)
SOUTHWEST AREA, AREA 19
Eastern Transportation Uniform
Mitigation Fee
(TUMF) (Ord. 673)
NOT IN THE EASTERN TUMF FEE AREA
Road & Bridge Benefit District SOUTHWEST AREA ZONE B
Stephen’s Kangaroo Rat Fee Area
(Ord. 663.10)
IN OR PARTIALLY WITHIN THE SKR FEE AREA
Western Transportation Uniform
Mitigation Fee
(TUMF) ( Ord. 824)
IN OR PARTIALLY WITHIN A TUMF FEE AREA
WRMSHCP Fee Area (Ord. 810) WESTERN RIVERSIDE COUNTY
Report printed on Tuesday, March 26, 2024 11:41 AM Version 1 20230207 Page 2/4 TRANSPORTATION more...
Circulation Element Ultimate
Right-of-Way
IN OR PARTIALLY WITHIN A CIRCULATION ELEMENT RIGHT-OF-WAY Community and Environmental
Transportation Acceptability
Process Corridors
NOT IN A CETAP CORRIDOR
Road Book Page 82
Transportation Agreements NOT IN A TRANS AGREEMENT
HYDROLOGY
Flood Control District RIVERSIDE COUNTY FLOOD CONTROL DISTRICT Flood Plan Review *MAYBE REQUIRED, CONTACT RIVERSIDE COUNTY FLOOD CONTROL TO VERIFY|OUTSIDE FLOODPLAIN, REVIEW NOT REQUIRED
Water District EASTERN MUNICIPAL WATER DISTRICT
Watershed SANTA MARGARITA
GEOLOGIC
Fault Zone NOT IN A FAULT ZONE
Faults NOT IN A FAULT LINE
Liquefaction Potential VERY LOW
Paleontological Sensitivity HIGH SENSITIVITY (HIGH A): BASED ON GEOLOGIC FORMATIONS OR MAPPABLE
ROCK UNITS THAT ARE ROCKS THAT CONTAIN FOSSILIZED BODY ELEMENTS, AND TRACE FOSSILS SUCH AS TRACKS, NESTS AND EGGS. THESE FOSSILS OCCUR ON OR BELOW THE SURFACE|LOW POTENTIAL (L): FOLLOWING A LITERATURE SEARCH,
RECORDS CHECK AND A FIELD SURVEY, AREAS MAY BE DETERMINED BY A
QUALIFIED VERTEBRATE PALEONTOLOGIST AS HAVING LOW POTENTIAL FOR
CONTAINING SIGNIFICANT PALEONTOLOGICAL RESOURCES SUBJECT TO ADVERSE IMPACTS.
Subsidence ACTIVE
MISCELLANEOUS
2010 Census Tract 498
Communities MURRIETA
Farmland LOCAL IMPORTANCE
Lighting (Ord. 655) ZONE: B
School District MURRIETA VALLEY UNIFIED
Special Notes NO SPECIAL NOTES
Tax Rate Areas 024337 - CITY OF MURRIETA
024337 - CITY OF MURRIETA LIBRARY
024337 - CSA 152
024337 - ELS MURRIETA ANZA RESOURCE CONS
024337 - ELSINORE AREA ELEM SCHOOL FUND
024337 - EMWD
024337 - FLOOD CONTROL ADMIN
024337 - FLOOD CONTROL ZN 7
024337 - GENERAL
024337 - GENERAL PURPOSE
024337 - MT SAN JACINTO JR COLLEGE
024337 - MURRIETA CEMETERY
024337 - MURRIETA CITY CSD
024337 - MURRIETA FIRE POR CO FIRE- CITY
Report printed on Tuesday, March 26, 2024 11:41 AM Version 1 20230207 Page 3/4 024337 - MURRIETA FIRE PROT DIST-CITY
024337 - MURRIETA UNIFIED
024337 - MURRIETA UNIFIED B&I
024337 - MWD EAST 1301999
024337 - MWD MURRIETA DISSOLUTION
024337 - RDV MURRIETA 2006 AMEND AB1290
024337 - RIV CO REGIONAL PARK & OPEN SP
024337 - RIVERSIDE CO OFC OF EDUCATION
024337 - SO. CALIF,JT(19,30,33,36,37,56)
DEPARTMENT OF ENVIRONMENTAL HEALTH PERMITS
Septic Systems
Record Id Application Date Plan Check Approved Date Final Inspection Date Approved Date
N/A N/A N/A N/A N/A
Record Id PE Permit Paid Date Permit Approved Date Well Finaled Date Well Water
N/A N/A N/A N/A N/A
PLUS PERMITS & CASES
Case Case Description Status
Administration Cases
N/A N/A N/A
Case Case Description Status
Building and Safety Cases
N/A N/A N/A
Case Case Description Status
Code Cases
N/A N/A N/A
Case Case Description Status
Fire Cases
N/A N/A N/A
Case Case Description Status
Planning Cases
PDB05014 RESULTS OF MSHCP FOCUSED BUOWL SURVEYS REPORT:5/14/07 EXPIRED Case Case Description Status
Survey Cases
N/A N/A N/A
Case Case Description Status
Transportation Cases
N/A N/A N/A
Report printed on Tuesday, March 26, 2024 11:41 AM Version 1 20230207 Page 4/4 Water Quality Management Plan (WQMP)
MTA Tire Shop
- 46 -
Appendix 5: LID Feasibility
Supplemental Information
Information that supports or supplements the determination of LID technical feasibility documented in Section D Examples of material to provide in Appendix 5 may include but are not limited to the following:
Technical feasibility criteria for DMAs
Site specific analysis of technical infeasibility of all LID BMPs (if Alternative Compliance is needed)
Documentation of Approval criteria for Proprietary Biofiltration BMPs This information should support the Full Infiltration Applicability, and Biofiltration Applicability sections of this Template. Refer to Section 2.3 of the SMR WQMP and Sections D of this Template.
Water Quality Management Plan (WQMP)
MTA Tire Shop
- 47 -
Appendix 6: LID BMP Design
Details
BMP Sizing, Design Details and other Supporting Documentation to supplement Section D Examples of material to provide in Appendix 6 may include but are not limited to the following:
DCV calculations,
LID BMP sizing calculations from Exhibit C of the SMR WQMP Design details/drawings from manufacturers for proprietary BMPs This information should support the Full Infiltration Applicability, and Biofiltration Applicability sections of this Template. Refer to Section 3.4 of the SMR WQMP and Sections D.4 of this Template.
Date
Enter the Area Tributary to this Feature AT = 0.325 acres Site Location Township 7S
Range 3W
Section 21
D85 = 0.81
If = 0.91
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If2 + 0.774If
+ 0.04 C = 0.74
Vu = 0.60
VBMP (ft3)= VBMP = 708 ft3
MTA Tire
Drainage Area Number/Name
Calculated Cells
Company Name Kolibrien
Santa Margarita Watershed
BMP Design Volume, VBMP (Rev. 03-2012)
Legend:
Required Entries
Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP
(in*ac)/ac
8/30/2023
Designed by John Johnson, PE County/City Case No
Company Project Number/Name
Notes:
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP.
12 (in/ft)
Calculate VU, the 85% Unit Storage Volume VU= D85 x C
VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac)
Enter the 85th Percentile, 24-hour Rainfall Depth
D1
Determine the Effective Impervious Fraction
Type of post-development surface cover
(use pull down menu)
Mixed Surface Types
Effective Impervious Fraction
85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E BMP ID
BIO-1
Company Name: Date:
Designed by: County/City Case No.:
Enter the area tributary to this feature AT= 0.325 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 708 ft3 AreaBMP= 404 ft2
Depth of Gravel Infiltration Storage Layer (18" minimum; 30" maximum) dg = 18.0 inches Portion of VBMP Reliably Retained via Infiltration Storage in Gravel Layer Vretained = dg (in) x 0.4 x AreaBMP (ft2) x 1/12 242.4 ft3 Portion of VBMP not Reliably Retained
VNot Reliably Retained = VBMP - VRetained 465.6 ft3
Depth of Surface Ponding Layer (6" minimum, 12" maximum) dP = 6.0 inches Depth of Engineered Soil Media (24" to 36"; 18" if vertically constrained) dS = 24.0 inches Design Media Filtration Rate (2.5 in/hr) Idesign = 2.5 in/hr Allowable Routing Period, Trouting (5 hrs) Trouting = 5.0 hr Effective Biofiltration Depth, dE_bio
dE_bio (ft) = (dP + (0.3 x dS) + (Idesign * Trouting)) (ft) dE_bio = 2.1 ft Effective Static Depth, dE_bio_static
dE_bio_static = (dP + (0.3 * dS) ) (ft) 1.1 ft
Vbiofiltered = dE_bio * AreaBMP 865.2 ft3
Vbiofiltered_static = dE_bio_static * AreaBMP 444.4 ft3 Sizing Option 1 Result
Vbiofiltered_static =
Design Volume
Enter initial estimate of footprint of BMP, AreaBMP (Guidance: A reasonable starting point is 3% of the tributary impervious area)
Note: This area shall be measured at the mid-ponding depth of the BMP. For systems with side-slopes, this should be the contour that is midway between the floor of the basin and the maximum water quality ponding elevation of the basin. The underlying gravel layer (infiltration storage layer) should extend to this contour. For systems with vertical walls, the effective area is the full footprint.
Portion of DCV Reliably Retained
VRetained =
VNot Reliably Retained =
Biofiltration with Partial Retention Facility Surface Area dE_bio_static =
Vbiofiltered =
John Johnson, PE
8/30/2023
Biofiltration with Partial Infiltration Facility -
Design Procedure Legend:
Required Entries
Calculated Cells
Kolibrien
Riverside County-SMR LID BMP Design Handbook
February 2018
Criteria 1: Results: PASS
Criteria 2: Results: PASS
z = 4 :1
Diameter of Underdrain 12 inches
Longitudinal Slope of Site (3% maximum) 0 %
Check Dam Spacing 0 feet
Describe Vegetation:
Notes:
Natural Grasses
Side Slopes in Partial Retention with Biofiltration Facility Vbiofiltered (with routing) > 150% of Vnot reliably retained Sizing Option 2 Result
Vbiofiltered_static > 0.75 x VNot Reliably Retained
Note
If neither of these criteria are met, then increase retention depth, increase footprint, or both, and rerun calculations. This calculation is inherently iterative.
Biofiltration with Partial Retention Facility Properties Riverside County-SMR LID BMP Design Handbook
February 2018
Date
Enter the Area Tributary to this Feature AT = 0.07 acres Site Location Township 7S
Range 3W
Section 21
D85 = 0.81
If = 0.95
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If2 + 0.774If
+ 0.04 C = 0.81
Vu = 0.66
VBMP (ft3)= VBMP = 167 ft3
Santa Margarita Watershed
BMP Design Volume, VBMP (Rev. 03-2012)
Legend:
Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Company Name Kolibrien 8/30/2023
Designed by John Johnson, PE County/City Case No
Company Project Number/Name MTA Tire
Drainage Area Number/Name D2
85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Enter the 85th Percentile, 24-hour Rainfall Depth
Determine the Effective Impervious Fraction
Type of post-development surface cover
(use pull down menu)
Mixed Surface Types
Effective Impervious Fraction
Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP
Calculate VU, the 85% Unit Storage Volume VU= D85 x C (in*ac)/ac Calculate the design storage volume of the BMP, VBMP.
VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac)
12 (in/ft)
Notes:
BMP ID
BIO-2
Company Name: Date:
Designed by: County/City Case No.:
Enter the area tributary to this feature AT= 0.07 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 167 ft3 AreaBMP= 124 ft2
Depth of Gravel Infiltration Storage Layer (18" minimum; 30" maximum) dg = 18.0 inches Portion of VBMP Reliably Retained via Infiltration Storage in Gravel Layer Vretained = dg (in) x 0.4 x AreaBMP (ft2) x 1/12 74.4 ft3 Portion of VBMP not Reliably Retained
VNot Reliably Retained = VBMP - VRetained 92.6 ft3
Depth of Surface Ponding Layer (6" minimum, 12" maximum) dP = 6.0 inches Depth of Engineered Soil Media (24" to 36"; 18" if vertically constrained) dS = 24.0 inches Design Media Filtration Rate (2.5 in/hr) Idesign = 2.5 in/hr Allowable Routing Period, Trouting (5 hrs) Trouting = 5.0 hr Effective Biofiltration Depth, dE_bio
dE_bio (ft) = (dP + (0.3 x dS) + (Idesign * Trouting)) (ft) dE_bio = 2.1 ft Effective Static Depth, dE_bio_static
dE_bio_static = (dP + (0.3 * dS) ) (ft) 1.1 ft
Vbiofiltered = dE_bio * AreaBMP 265.6 ft3
Vbiofiltered_static = dE_bio_static * AreaBMP 136.4 ft3 Biofiltration with Partial Infiltration Facility -
Design Procedure Legend:
Required Entries
Calculated Cells
Kolibrien 8/30/2023
Vbiofiltered =
John Johnson, PE
Design Volume
Enter initial estimate of footprint of BMP, AreaBMP (Guidance: A reasonable starting point is 3% of the tributary impervious area)
Note: This area shall be measured at the mid-ponding depth of the BMP. For systems with side-slopes, this should be the contour that is midway between the floor of the basin and the maximum water quality ponding elevation of the basin. The underlying gravel layer (infiltration storage layer) should extend to this contour. For systems with vertical walls, the effective area is the full footprint.
Portion of DCV Reliably Retained
VRetained =
VNot Reliably Retained =
Biofiltration with Partial Retention Facility Surface Area dE_bio_static =
Vbiofiltered_static =
Sizing Option 1 Result
Riverside County-SMR LID BMP Design Handbook
February 2018
Criteria 1: Results: PASS
Criteria 2: Results: PASS
z = 2 :1
Diameter of Underdrain 12 inches
Longitudinal Slope of Site (3% maximum) 0 %
Check Dam Spacing 0 feet
Describe Vegetation:
Notes:
Biofiltration with Partial Retention Facility Properties Vbiofiltered (with routing) > 150% of Vnot reliably retained Sizing Option 2 Result
Vbiofiltered_static > 0.75 x VNot Reliably Retained
Note
If neither of these criteria are met, then increase retention depth, increase footprint, or both, and rerun calculations. This calculation is inherently iterative.
Side Slopes in Partial Retention with Biofiltration Facility Natural Grasses
Riverside County-SMR LID BMP Design Handbook
February 2018
Date
Enter the Area Tributary to this Feature AT = 0.13 acres Site Location Township 7S
Range 3W
Section 21
D85 = 0.81
If = 1.00
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If2 + 0.774If
+ 0.04 C = 0.89
Vu = 0.72
VBMP (ft3)= VBMP = 340 ft3
Santa Margarita Watershed
BMP Design Volume, VBMP (Rev. 03-2012)
Legend:
Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Company Name Kolibrien 8/30/2023
Designed by John Johnson, PE County/City Case No
Company Project Number/Name MTA Tire
Drainage Area Number/Name D3
85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Enter the 85th Percentile, 24-hour Rainfall Depth
Determine the Effective Impervious Fraction
Type of post-development surface cover
(use pull down menu)
Mixed Surface Types
Effective Impervious Fraction
Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP
Calculate VU, the 85% Unit Storage Volume VU= D85 x C (in*ac)/ac Calculate the design storage volume of the BMP, VBMP.
VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac)
12 (in/ft)
Notes:
BMP ID
BIO-3
Company Name: Date:
Designed by: County/City Case No.:
Enter the area tributary to this feature AT= 0.325 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 340 ft3 AreaBMP= 180 ft2
Depth of Gravel Infiltration Storage Layer (18" minimum; 30" maximum) dg = 18.0 inches Portion of VBMP Reliably Retained via Infiltration Storage in Gravel Layer Vretained = dg (in) x 0.4 x AreaBMP (ft2) x 1/12 108.0 ft3 Portion of VBMP not Reliably Retained
VNot Reliably Retained = VBMP - VRetained 232.0 ft3
Depth of Surface Ponding Layer (6" minimum, 12" maximum) dP = 6.0 inches Depth of Engineered Soil Media (24" to 36"; 18" if vertically constrained) dS = 24.0 inches Design Media Filtration Rate (2.5 in/hr) Idesign = 2.5 in/hr Allowable Routing Period, Trouting (5 hrs) Trouting = 5.0 hr Effective Biofiltration Depth, dE_bio
dE_bio (ft) = (dP + (0.3 x dS) + (Idesign * Trouting)) (ft) dE_bio = 2.1 ft Effective Static Depth, dE_bio_static
dE_bio_static = (dP + (0.3 * dS) ) (ft) 1.1 ft
Vbiofiltered = dE_bio * AreaBMP 385.5 ft3
Vbiofiltered_static = dE_bio_static * AreaBMP 198.0 ft3 Biofiltration with Partial Infiltration Facility -
Design Procedure Legend:
Required Entries
Calculated Cells
Kolibrien 8/30/2023
Vbiofiltered =
John Johnson, PE
Design Volume
Enter initial estimate of footprint of BMP, AreaBMP (Guidance: A reasonable starting point is 3% of the tributary impervious area)
Note: This area shall be measured at the mid-ponding depth of the BMP. For systems with side-slopes, this should be the contour that is midway between the floor of the basin and the maximum water quality ponding elevation of the basin. The underlying gravel layer (infiltration storage layer) should extend to this contour. For systems with vertical walls, the effective area is the full footprint.
Portion of DCV Reliably Retained
VRetained =
VNot Reliably Retained =
Biofiltration with Partial Retention Facility Surface Area dE_bio_static =
Vbiofiltered_static =
Sizing Option 1 Result
Riverside County-SMR LID BMP Design Handbook
February 2018
Criteria 1: Results: PASS
Criteria 2: Results: PASS
z = 2 :1
Diameter of Underdrain 12 inches
Longitudinal Slope of Site (3% maximum) 0 %
Check Dam Spacing 0 feet
Describe Vegetation:
Notes:
Biofiltration with Partial Retention Facility Properties Vbiofiltered (with routing) > 150% of Vnot reliably retained Sizing Option 2 Result
Vbiofiltered_static > 0.75 x VNot Reliably Retained
Note
If neither of these criteria are met, then increase retention depth, increase footprint, or both, and rerun calculations. This calculation is inherently iterative.
Side Slopes in Partial Retention with Biofiltration Facility Natural Grasses
Riverside County-SMR LID BMP Design Handbook
February 2018
Date
Enter the Area Tributary to this Feature AT = 0.077 acres Site Location Township 7S
Range 3W
Section 21
D85 = 0.81
If = 0.89
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If2 + 0.774If
+ 0.04 C = 0.72
Vu = 0.58
VBMP (ft3)= VBMP = 162 ft3
Santa Margarita Watershed
BMP Design Volume, VBMP (Rev. 03-2012)
Legend:
Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Company Name Kolibrien 8/30/2023
Designed by John Johnson, PE County/City Case No
Company Project Number/Name MTA Tire
Drainage Area Number/Name D4
85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Enter the 85th Percentile, 24-hour Rainfall Depth
Determine the Effective Impervious Fraction
Type of post-development surface cover
(use pull down menu)
Mixed Surface Types
Effective Impervious Fraction
Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP
Calculate VU, the 85% Unit Storage Volume VU= D85 x C (in*ac)/ac Calculate the design storage volume of the BMP, VBMP.
VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac)
12 (in/ft)
Notes:
BMP ID
BIO-4
Company Name: Date:
Designed by: County/City Case No.:
Enter the area tributary to this feature AT= 0.325 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 158 ft3 AreaBMP= 119 ft2
Depth of Gravel Infiltration Storage Layer (18" minimum; 30" maximum) dg = 18.0 inches Portion of VBMP Reliably Retained via Infiltration Storage in Gravel Layer Vretained = dg (in) x 0.4 x AreaBMP (ft2) x 1/12 71.4 ft3 Portion of VBMP not Reliably Retained
VNot Reliably Retained = VBMP - VRetained 86.6 ft3
Depth of Surface Ponding Layer (6" minimum, 12" maximum) dP = 6.0 inches Depth of Engineered Soil Media (24" to 36"; 18" if vertically constrained) dS = 24.0 inches Design Media Filtration Rate (2.5 in/hr) Idesign = 2.5 in/hr Allowable Routing Period, Trouting (5 hrs) Trouting = 5.0 hr Effective Biofiltration Depth, dE_bio
dE_bio (ft) = (dP + (0.3 x dS) + (Idesign * Trouting)) (ft) dE_bio = 2.1 ft Effective Static Depth, dE_bio_static
dE_bio_static = (dP + (0.3 * dS) ) (ft) 1.1 ft
Vbiofiltered = dE_bio * AreaBMP 254.9 ft3
Vbiofiltered_static = dE_bio_static * AreaBMP 130.9 ft3 Biofiltration with Partial Infiltration Facility -
Design Procedure Legend:
Required Entries
Calculated Cells
Kolibrien 8/30/2023
Vbiofiltered =
John Johnson, PE
Design Volume
Enter initial estimate of footprint of BMP, AreaBMP (Guidance: A reasonable starting point is 3% of the tributary impervious area)
Note: This area shall be measured at the mid-ponding depth of the BMP. For systems with side-slopes, this should be the contour that is midway between the floor of the basin and the maximum water quality ponding elevation of the basin. The underlying gravel layer (infiltration storage layer) should extend to this contour. For systems with vertical walls, the effective area is the full footprint.
Portion of DCV Reliably Retained
VRetained =
VNot Reliably Retained =
Biofiltration with Partial Retention Facility Surface Area dE_bio_static =
Vbiofiltered_static =
Sizing Option 1 Result
Riverside County-SMR LID BMP Design Handbook
February 2018
Criteria 1: Results: PASS
Criteria 2: Results: PASS
z = 4 :1
Diameter of Underdrain 12 inches
Longitudinal Slope of Site (3% maximum) 0 %
Check Dam Spacing 0 feet
Describe Vegetation:
Notes:
Biofiltration with Partial Retention Facility Properties Vbiofiltered (with routing) > 150% of Vnot reliably retained Sizing Option 2 Result
Vbiofiltered_static > 0.75 x VNot Reliably Retained
Note
If neither of these criteria are met, then increase retention depth, increase footprint, or both, and rerun calculations. This calculation is inherently iterative.
Side Slopes in Partial Retention with Biofiltration Facility Natural Grasses
Riverside County-SMR LID BMP Design Handbook
February 2018
Water Quality Management Plan (WQMP)
MTA Tire Shop
- 48 -
Appendix 7:
Hydromodification
Supporting Detail Relating to compliance with the Hydromodification Performance Standards Examples of material to provide in Appendix 7 may include but are not limited to the following:
Hydromodification Exemption Exhibit,
Potential Critical Coarse Sediment Yield Area Mapping Hydromodification BMP sizing calculations,
SMRHM report files,
Site-Specific Critical Coarse Sediment Analysis,
Design details/drawings from manufacturers for proprietary BMPs This information should support the hydromodification exemption (if applicable) and hydrologic control BMP and Sediment Supply BMP sections of this Template. Refer to Section 2.4 and 3.6 of the SMR WQMP and Sections E of this Template.
Development Project Number(s): Rain Gauge
Latitude (decimal format): BMP Type (per WQMP):
Longitude (decimal format): BMP Number (Sequential):
DRAINAGE AREA (ACRES) - 10 acre max1 2-YEAR, 1-HOUR INTENSITY (IN/HR) - Plate D-4.3 LONGEST WATERCOURSE (FT) - 1,000' max1 10-YEAR, 1-HOUR INTENSITY (IN/HR) - Plate D-4.1 or D-4.5 UPSTREAM ELEVATION OF WATERCOURSE (FT) SLOPE OF THE INTENSITY DURATION - Plate D-4.6 DOWNSTREAM ELEV. OF WATERCOURSE (FT) CLOSEST IMPERVIOUS PERCENTAGE (%) EXISTING IMPERVIOUS PERCENTAGE (%) calc'd: 90.00 Over-ride:
Use 10% of Q2 to avoid Field Screening requirements
*Attach Field Screen report with photos, and field measurements. SCCWRP Field Screening Tool available at: http://www.sccwrp.org/Data/DataTools/HydromodScreening.aspx *SCCWRP Tech. Report #606 for Field Screening available at: CCWRP Field Screening Tool available at: http://www.sccwrp.org/Data/DataTools/HydromodScreening.aspx **Calculator output shall be attached. Calculator can be found at: http://www.projectcleanwater.org/attachments/article/137/Channel%20Vulnerability%20Calculator.xlsx?1361c1
0.33 Ac. Weighted Average RI Numbers = 80.0 91.0
Per Dr. Luis Parra, the AMC condition is based on the rainfall record. Applying NEH-4 (1964) for the non-freezing conditions in Riverside County the AMC conditions are:
AMC-I for less than 0.5" of rain the previous 5 days; AMC-II for between 0.5" to 1.1" of rain the previous 5 days; or AMC-III for more than 1.1" for the previous 5 days.
Ex. 10-year Flowrate1 = 0.799 cfs Flowrate1 = cfs
Ex. 10-year Flowrate (Attach Study) = cfs Ex. 2-year Flowrate (Attach Study) = cfs 1The equations used to determine the 10-year and 10% of the 2-yr are limited to 10-acres and 1,000'. Flowrates from a separate study can be used to over-ride the calculated values so that larger areas (up to 20 acres) and longer watercourse lengths can be used. All values still need to be filled out, even when there is a user-defined discharge value entered.
DRAINAGE AREA (ACRES)
LONGEST WATERCOURSE (FT)
DIFFERENCE IN ELEV (FT) - along watercourse
PROPOSED IMPERVIOUS PERCENTAGE (%)
0.33 Ac. Weighted Average RI Numbers = 50.0 69.0
Per Dr. Luis Parra, the AMC condition is based on the rainfall record. Applying NEH-4 (1964) for the non-freezing conditions in Riverside County the AMC conditions are:
AMC-I for less than 0.5" of rain the previous 5 days; AMC-II for between 0.5" to 1.1" of rain the previous 5 days; or AMC-III for more than 1.1" for the previous 5 days. --- ---
Responsible-in-charge: Date:
Signature: Spreadsheet Developed by: Benjie Cho, P.E.
Go to "BMP Design" tab to design your BMP, then check results below.
Print both this "HydroMod" Sheet and the "BMP Design" sheet for your submittal.
No
No Post-Project 195
1.4 90
0.325
100 50 69
Soil B % Soil C %
RI Index
AMC III Results
---
---
---
---
---
Pre-Development - Calculated Range of Flow Rates analyzed for Hydromod (Suceptible Range of Flows) Soil B %
0 Vegetative Cover
RI Index
AMC II
91 Cover Type # Soil A % Soil C %
80 0.50 feet
0 Ex. 10% of the 2-year
Soil D %
RI Index
AMC I
RI Index
AMC II
Urban Landscaping Good Cover
Post-Project - Hydrograph Information
Post-Project - Soils Information
First result out of compliance in the rainfall record
Yes, this is acceptable
Proposed
0 0
7.20 hours
---
Requirement
---
---
---
0 0
84.0 Issue @ Stage =
Issue @ Stage =
0 See below for the Height
in the Basin (Stage) that is
causing a non-compliant result Pre-Development Calculated Upper Flow-rate limit Calculated Lower Flow-rate limit 0% Undeveloped - Poor Cover
It is expressly agreed and understood by the USER of this Excel Spreadsheet file (file) released hereby (whether released in digital or hard copy form) that Riverside County (County) makes no representation as to its accuracy. Further, it is the intent of the parties hereto that the USER shall review and verify calculations, analyze results, and/or independently determine the accuracy thereof prior to placing any reliance whatsoever on the information. Further, the USER shall hold the County, together with the officers, agents and employees of each, free and harmless from any liability whatsoever, including wrongful death, based or asserted upon any act or omission of the District or County, their officers, agents, employees or subcontractors, relating to or in any way connected with the unauthorized use of these files or information; and USER agrees to protect and defend, including all attorney fees and other expenses, each of the foregoing bodies and persons in any legal action based or asserted upon any such acts or omissions. USER also agrees not to sell, reproduce or release these files to others for any purpose whatsoever, except those incidental uses for which the files were acquired, verified and combined with USER’S own work product. Reasonable effort was made to fully comply with the San Diego MS4 Permit requirements using the methods found in the Riverside County Hydrology Manual. If the user finds an error in any way, please contact the County so that the error can be corrected. Any direct tampering of the equations in this spreadsheet would be considered extremely inappropriate, and potentially fraudulent. 0 0 0
Temecula Valley
0 0.55
0.88 Bio-Retention with Partial Infilatration
BIO-1
97.0 Pre-Development - Soils Information
RI Index
AMC I
RI Index
AMC III
Santa Margarita Region - County HydroMod Iterative Spreadsheet Model Only for use the unincorporated portions of Riverside County, unless otherwise approved by the Co-Permittee Pre-Development - Hydrology Information Pre-Development Yes Pre-Development 1 0.325 Ac.
0.55 No
0.325
82 1103.43
1102.11
0 No 0.1Q2
100 97
Soil D %
- Cover
Cover Type
Barren
Subarea Acreage Post-Project 84
APN 910-490-015
33.550751
-117.192625
0.044
0 Cover Type # Subarea Acreage Cover Type
---
---
Yes, this is acceptable
Yes, this is acceptable
---
Hydromod Ponded depth
Hydromod Drain Time (unclogged)
Is the HydroMod BMP properly sized?
(Co-Permitte Approval is required) User-Defined Discharge Values with accompanying Hydrology Study1 Mitigated Q < 110% of Pre-Dev. Q?
Mitigated Duration < 110% of Pre-Dev?*
Vegetative Cover Soil A %
22 0.325 Ac.
Exhibit B.7 - HydroMod Spreadsheet (Temecula) v.11
BMP Design Fill in blue shaded areas
feet, Stage Intervals Larger Stage Intervals may incr. the Q at the bottom stg.
STEP1: Size the BMP, so that the Total Volume > Max HydroMod Vol. (Deeper is ok, it will be refined in the Design Geometry) Is the BMP a Tank shape? 2 1 for yes; 2 for no. 0 0 0 0 Is the BMP Arched shape? 1 1 for yes; 2 for no. 0.25 0.006 255 0.00 If circular, is the tank vertical? 2 1 for yes; 2 for no. 0.50 0.012 510 0.00 Is this Harvest & Reuse? 1 1 for yes; 2 for no. 0.50 0.012 510 0.00 How many cells together? 1 0.50 0.012 510 0.00
Diameter (Hortz. for arch) = 100 IN 0.50 0.012 510 0.00 Length (or Ht. for Vertical) = 40 FT 0.50 0.012 510 0.00
0.50 0.012 510 0.00
Bottom Stage H= 0.5' SS= :1 0.50 0.012 510 0.00
0.50 0.012 510 0.00
Width 17 FT 0.50 0.012 510 0.00
Length 60 FT 0.50 0.012 510 0.00
area = area = 1020 0.50 0.012 510 0.00
0.50 0.012 510 0.00
Top Stage H= SS= :1 0.50 0.012 510 0.00
Top Area 0.50 0.012 510 0.00
Width FT 0.50 0.012 510 0.00
Length FT 0.50 0.012 510 0.00
area = area = 0 0.50 0.012 510 0.00
0.50 0.012 510 0.00
FT3 0.50 0.012 510 0.00
FT3 0.50 0.012 510 0.00
FT3 0.50 0.012 510 0.00
FT3 0.50 0.012 510 0.00
FT2 0.50 0.012 510 0.00
0.50 0.012 510 0.00
FT 0.50 0.012 510 0.00
1Does not include forebay, or low flow trench 0.50 0.012 510 0.00 2Does not account for freeboard or access roads 0.50 0.012 510 0.00 3Does not consider Increased Runoff 0.50 0.012 510 0.00
0.50 0.012 510 0.00
0.50 0.012 510 0.00
STEP2: Delete outlets, then propose the largest lowest orifice that does not, exceed the ex. Q or Duration. If the Q is 0.50 0.012 510 0.00 acceptable, but the duration is exceeded, try decreasing orifice, then adding a weir slightly below the stage that has an issue. 0.50 0.012 510 0.00 OUTLETS (for Stage-Discharge) Hydromod Depth = 0.50 0.012 510 0.00 + 1' Freeboard = 0.50 0.012 510 0.00
0.50 0.012 510 0.00
0.50 0.012 510 0.00
Top Surface Area 0.50 0.012 510 0.00
0 Based on HydroMod Depth +1' of Freeboard 0.50 0.012 510 0.00
0.5 12.00 0.50 0.012 510
FT
FT
1.00 FT
FT
STEP3: Complete an increased runoff analysis, if the project can impact downstream properties. Incorporate these designs into the WQMP site plan.
Add emergency overflow weir, for flows that exceed the Hydromod volumes, sized to the 100-year peak flow rate. Add access roads (< 10% longitudnal slope) with enough width & turn around access for equipment that would be needed to scarify the bottom or remove Bioretention soil media.
Yes Consider Infiltration, Bioretention, or Biofiltration (Yes or No)? FT3/sec, Unfactored Infiltration (over entire bottom)
2.5 Infiltration/Biofiltration rate thru the finish surface of the BMP (in/hr)3 FT3/sec, Infiltration / Factor of Safety 3 Factor of Safety3 FT3, Vol. Infiltrated, over representative time 300 mins, Time represented by Infil. Tests or Biofiltraton Routing Time4 FT3/sec, Low-Loss after representative time 3Measured Infiltration Rate per the LID Manual, Appendix A for Infiltration/BioRetention. For BioFiltration use a rate thru the media of 2.5 in/hr (long term design rate). 4 Time that infiltration rate is being applied for Hydromod analysis for Infiltration/BioRention. Use 300 minutes (5hrs) for BioFiltration. Pore space is not accounted for at this time. 354.17
Max HydroMod Volume =
BMP % of Site =
60 Width
Length
0.50 FT
1.50 FT
No. of Orifices
Orifice Outlets
Resize with Hydromod Depth +1' Freeboard
Top Stage
Total Surface Area2 =
Top Area
17 It is expressly agreed and understood by the USER of this Excel Spreadsheet file (file) released hereby (whether released in digital or hard copy form) that Riverside County (County) makes no representation as to its accuracy. Further, it is the intent of the parties hereto that the USER shall review and verify calculations, analyze results, and/or independently determine the accuracy thereof prior to placing any reliance whatsoever on the information. Further, the USER shall hold the County, together with the officers, agents and employees of each, free and harmless from any liability whatsoever, including wrongful death, based or asserted upon any act or omission of the District or County, their officers, agents, employees or subcontractors, relating to or in any way connected with the unauthorized use of these files or information; and USER agrees to protect and defend, including all attorney fees and other expenses, each of the foregoing bodies and persons in any legal action based or asserted upon any such acts or omissions. USER also agrees not to sell, reproduce or release these files to others for any purpose whatsoever, except those incidental uses for which the files were acquired, verified and combined with USER’S own work product. Reasonable effort was made to fully comply with the San Diego MS4 Permit requirements using the methods found in the Riverside County Hydrology Manual. If the user finds an error in any way, please contact the County so that the error can be corrected. Any direct tampering of the equations in this spreadsheet would be considered extremely inappropriate, and potentially fraudulent.
Bottom Area
Width
Bottom Stage
Total Prop. Volume1 =
0.0197
Crest
Width
(ft)
Crest
Height
(ft)
510
No. of
Weirs
0.0590
Width 17
Weir Outlets
0.25 Storage
(FT3)
Stage-Storage-Discharge*
Stage
(FT)
Length
Enter information from actual infiltration tests or design BSM rate Prop Bottom Stg Vol =
Max HydroMod Depth3 =
MINIMUM DESIGN GEOMETRY
0.50 510
7.20%
488
Bottom Area
Width
Length
0 0
0 1,020
Q
(CFS)
Basin Shaped BMP (Bottom Stage 1st)
Length
Prop. Top Stg. Vol. =
1020
PROPOSED BMP DIMENSIONS
- BMP Geometry & Detention Calculations
Circular
Tank BMP
0.0035 Add Infiltration
1 Diameter
(inches)
Invert Height
(ft)
60 Storage
(AC-FT)
"Basin Shaped" "Tank Shaped" 0
0.1 0.2
0.3 0.4
0.5 0.6
0 0.005 0.01 0.015 Stage (ft.)
Storage (ac-ft.)
Stage-Storage Curve
0 0.1
0.2 0.3
0.4 0.5
0.6 0.00 0.20 0.40 0.60 0.80 1.00 Stage (ft.)
Outlet Discharge (cfs)
Stage-Discharge Curve
Development Project Number(s): Rain Gauge
Latitude (decimal format): BMP Type (per WQMP):
Longitude (decimal format): BMP Number (Sequential):
DRAINAGE AREA (ACRES) - 10 acre max1 2-YEAR, 1-HOUR INTENSITY (IN/HR) - Plate D-4.3 LONGEST WATERCOURSE (FT) - 1,000' max1 10-YEAR, 1-HOUR INTENSITY (IN/HR) - Plate D-4.1 or D-4.5 UPSTREAM ELEVATION OF WATERCOURSE (FT) SLOPE OF THE INTENSITY DURATION - Plate D-4.6 DOWNSTREAM ELEV. OF WATERCOURSE (FT) CLOSEST IMPERVIOUS PERCENTAGE (%) EXISTING IMPERVIOUS PERCENTAGE (%) calc'd: 90.00 Over-ride:
Use 10% of Q2 to avoid Field Screening requirements
*Attach Field Screen report with photos, and field measurements. SCCWRP Field Screening Tool available at: http://www.sccwrp.org/Data/DataTools/HydromodScreening.aspx *SCCWRP Tech. Report #606 for Field Screening available at: CCWRP Field Screening Tool available at: http://www.sccwrp.org/Data/DataTools/HydromodScreening.aspx **Calculator output shall be attached. Calculator can be found at: http://www.projectcleanwater.org/attachments/article/137/Channel%20Vulnerability%20Calculator.xlsx?1361c1
0.07 Ac. Weighted Average RI Numbers = 80.0 91.0
Per Dr. Luis Parra, the AMC condition is based on the rainfall record. Applying NEH-4 (1964) for the non-freezing conditions in Riverside County the AMC conditions are:
AMC-I for less than 0.5" of rain the previous 5 days; AMC-II for between 0.5" to 1.1" of rain the previous 5 days; or AMC-III for more than 1.1" for the previous 5 days.
Ex. 10-year Flowrate1 = 0.178 cfs Flowrate1 = cfs
Ex. 10-year Flowrate (Attach Study) = cfs Ex. 2-year Flowrate (Attach Study) = cfs 1The equations used to determine the 10-year and 10% of the 2-yr are limited to 10-acres and 1,000'. Flowrates from a separate study can be used to over-ride the calculated values so that larger areas (up to 20 acres) and longer watercourse lengths can be used. All values still need to be filled out, even when there is a user-defined discharge value entered.
DRAINAGE AREA (ACRES)
LONGEST WATERCOURSE (FT)
DIFFERENCE IN ELEV (FT) - along watercourse
PROPOSED IMPERVIOUS PERCENTAGE (%)
0.07 Ac. Weighted Average RI Numbers = 50.0 69.0
Per Dr. Luis Parra, the AMC condition is based on the rainfall record. Applying NEH-4 (1964) for the non-freezing conditions in Riverside County the AMC conditions are:
AMC-I for less than 0.5" of rain the previous 5 days; AMC-II for between 0.5" to 1.1" of rain the previous 5 days; or AMC-III for more than 1.1" for the previous 5 days. --- ---
Responsible-in-charge: Date:
Signature: Spreadsheet Developed by: Benjie Cho, P.E.
---
---
Yes, this is acceptable
Yes, this is acceptable
---
Hydromod Ponded depth
Hydromod Drain Time (unclogged)
Is the HydroMod BMP properly sized?
(Co-Permitte Approval is required) User-Defined Discharge Values with accompanying Hydrology Study1 Mitigated Q < 110% of Pre-Dev. Q?
Mitigated Duration < 110% of Pre-Dev?*
Vegetative Cover Soil A %
22 0.07 Ac. Post-Project 84
APN 910-490-015
33.550751
-117.192625
0.010
0 Cover Type # Subarea Acreage Cover Type
1 0.07 Ac.
0.55 No
0.07 104
1103.28
1099.62
0 No 0.1Q2
100 97
Soil D %
- Cover
Cover Type
Barren
Subarea Acreage
RI Index
AMC I
RI Index
AMC III
Santa Margarita Region - County HydroMod Iterative Spreadsheet Model Only for use the unincorporated portions of Riverside County, unless otherwise approved by the Co-Permittee Pre-Development - Hydrology Information Pre-Development Yes Pre-Development Pre-Development Calculated Upper Flow-rate limit Calculated Lower Flow-rate limit 0% Undeveloped - Poor Cover
It is expressly agreed and understood by the USER of this Excel Spreadsheet file (file) released hereby (whether released in digital or hard copy form) that Riverside County (County) makes no representation as to its accuracy. Further, it is the intent of the parties hereto that the USER shall review and verify calculations, analyze results, and/or independently determine the accuracy thereof prior to placing any reliance whatsoever on the information. Further, the USER shall hold the County, together with the officers, agents and employees of each, free and harmless from any liability whatsoever, including wrongful death, based or asserted upon any act or omission of the District or County, their officers, agents, employees or subcontractors, relating to or in any way connected with the unauthorized use of these files or information; and USER agrees to protect and defend, including all attorney fees and other expenses, each of the foregoing bodies and persons in any legal action based or asserted upon any such acts or omissions. USER also agrees not to sell, reproduce or release these files to others for any purpose whatsoever, except those incidental uses for which the files were acquired, verified and combined with USER’S own work product. Reasonable effort was made to fully comply with the San Diego MS4 Permit requirements using the methods found in the Riverside County Hydrology Manual. If the user finds an error in any way, please contact the County so that the error can be corrected. Any direct tampering of the equations in this spreadsheet would be considered extremely inappropriate, and potentially fraudulent. 0 0 0
Temecula Valley
0 0.55
0.88 Bio-Retention with Partial Infilatration
BIO-2
97.0 Pre-Development - Soils Information
Yes, this is acceptable
Proposed
0 0
7.20 hours
---
Requirement
---
---
---
0 0
84.0 Issue @ Stage =
Issue @ Stage =
0 See below for the Height
in the Basin (Stage) that is
causing a non-compliant result
0.50 feet
0 Ex. 10% of the 2-year
Soil D %
RI Index
AMC I
RI Index
AMC II
Urban Landscaping Good Cover
Post-Project - Hydrograph Information
Post-Project - Soils Information
First result out of compliance in the rainfall record
Pre-Development - Calculated Range of Flow Rates analyzed for Hydromod (Suceptible Range of Flows) Soil B %
0 Vegetative Cover
RI Index
AMC II
91 Cover Type # Soil A % Soil C %
80 Go to "BMP Design" tab to design your BMP, then check results below.
Print both this "HydroMod" Sheet and the "BMP Design" sheet for your submittal.
No
No Post-Project 94
2.5 95
0.07 100 50 69
Soil B % Soil C %
RI Index
AMC III Results
---
---
---
---
---
Exhibit B.7 - HydroMod Spreadsheet (Temecula) v.11 - 2
BMP Design Fill in blue shaded areas
feet, Stage Intervals Larger Stage Intervals may incr. the Q at the bottom stg.
STEP1: Size the BMP, so that the Total Volume > Max HydroMod Vol. (Deeper is ok, it will be refined in the Design Geometry) Is the BMP a Tank shape? 2 1 for yes; 2 for no. 0 0 0 0 Is the BMP Arched shape? 1 1 for yes; 2 for no. 0.25 0.001 56 0.00 If circular, is the tank vertical? 2 1 for yes; 2 for no. 0.50 0.003 113 0.00 Is this Harvest & Reuse? 1 1 for yes; 2 for no. 0.50 0.003 113 0.00 How many cells together? 1 0.50 0.003 113 0.00
Diameter (Hortz. for arch) = 100 IN 0.50 0.003 113 0.00 Length (or Ht. for Vertical) = 40 FT 0.50 0.003 113 0.00
0.50 0.003 113 0.00
Bottom Stage H= 0.5' SS= :1 0.50 0.003 113 0.00
0.50 0.003 113 0.00
Width 5 FT 0.50 0.003 113 0.00
Length 45 FT 0.50 0.003 113 0.00
area = area = 225 0.50 0.003 113 0.00
0.50 0.003 113 0.00
Top Stage H= SS= :1 0.50 0.003 113 0.00
Top Area 0.50 0.003 113 0.00
Width FT 0.50 0.003 113 0.00
Length FT 0.50 0.003 113 0.00
area = area = 0 0.50 0.003 113 0.00
0.50 0.003 113 0.00
FT3 0.50 0.003 113 0.00
FT3 0.50 0.003 113 0.00
FT3 0.50 0.003 113 0.00
FT3 0.50 0.003 113 0.00
FT2 0.50 0.003 113 0.00
0.50 0.003 113 0.00
FT 0.50 0.003 113 0.00
1Does not include forebay, or low flow trench 0.50 0.003 113 0.00 2Does not account for freeboard or access roads 0.50 0.003 113 0.00 3Does not consider Increased Runoff 0.50 0.003 113 0.00
0.50 0.003 113 0.00
0.50 0.003 113 0.00
STEP2: Delete outlets, then propose the largest lowest orifice that does not, exceed the ex. Q or Duration. If the Q is 0.50 0.003 113 0.00 acceptable, but the duration is exceeded, try decreasing orifice, then adding a weir slightly below the stage that has an issue. 0.50 0.003 113 0.00 OUTLETS (for Stage-Discharge) Hydromod Depth = 0.50 0.003 113 0.00 + 1' Freeboard = 0.50 0.003 113 0.00
0.50 0.003 113 0.00
0.50 0.003 113 0.00
Top Surface Area 0.50 0.003 113 0.00
0 Based on HydroMod Depth +1' of Freeboard 0.50 0.003 113 0.00
0.5 12.00 0.50 0.003 113
FT
FT
1.00 FT
FT
STEP3: Complete an increased runoff analysis, if the project can impact downstream properties. Incorporate these designs into the WQMP site plan.
Add emergency overflow weir, for flows that exceed the Hydromod volumes, sized to the 100-year peak flow rate. Add access roads (< 10% longitudnal slope) with enough width & turn around access for equipment that would be needed to scarify the bottom or remove Bioretention soil media.
Yes Consider Infiltration, Bioretention, or Biofiltration (Yes or No)? FT3/sec, Unfactored Infiltration (over entire bottom)
2.5 Infiltration/Biofiltration rate thru the finish surface of the BMP (in/hr)3 FT3/sec, Infiltration / Factor of Safety 3 Factor of Safety3 FT3, Vol. Infiltrated, over representative time 300 mins, Time represented by Infil. Tests or Biofiltraton Routing Time4 FT3/sec, Low-Loss after representative time 3Measured Infiltration Rate per the LID Manual, Appendix A for Infiltration/BioRetention. For BioFiltration use a rate thru the media of 2.5 in/hr (long term design rate). 4 Time that infiltration rate is being applied for Hydromod analysis for Infiltration/BioRention. Use 300 minutes (5hrs) for BioFiltration. Pore space is not accounted for at this time. BMP Geometry & Detention Calculations Circular
Tank BMP
0.0006 Add Infiltration
1 Diameter
(inches)
Invert Height
(ft)
45 Storage
(AC-FT)
Q
(CFS)
Basin Shaped BMP (Bottom Stage 1st)
Length
Prop. Top Stg. Vol. =
225
PROPOSED BMP DIMENSIONS
-
113
7.38%
106
Bottom Area
Width
Length
0 0
0 225
Enter information from actual infiltration tests or design BSM rate Prop Bottom Stg Vol =
Max HydroMod Depth3 =
MINIMUM DESIGN GEOMETRY
0.50 Length
0.25 Storage
(FT3)
Stage-Storage-Discharge*
Stage
(FT)
Total Surface Area2 =
Top Area
5 It is expressly agreed and understood by the USER of this Excel Spreadsheet file (file) released hereby (whether released in digital or hard copy form) that Riverside County (County) makes no representation as to its accuracy. Further, it is the intent of the parties hereto that the USER shall review and verify calculations, analyze results, and/or independently determine the accuracy thereof prior to placing any reliance whatsoever on the information. Further, the USER shall hold the County, together with the officers, agents and employees of each, free and harmless from any liability whatsoever, including wrongful death, based or asserted upon any act or omission of the District or County, their officers, agents, employees or subcontractors, relating to or in any way connected with the unauthorized use of these files or information; and USER agrees to protect and defend, including all attorney fees and other expenses, each of the foregoing bodies and persons in any legal action based or asserted upon any such acts or omissions. USER also agrees not to sell, reproduce or release these files to others for any purpose whatsoever, except those incidental uses for which the files were acquired, verified and combined with USER’S own work product. Reasonable effort was made to fully comply with the San Diego MS4 Permit requirements using the methods found in the Riverside County Hydrology Manual. If the user finds an error in any way, please contact the County so that the error can be corrected. Any direct tampering of the equations in this spreadsheet would be considered extremely inappropriate, and potentially fraudulent.
Bottom Area
Width
Bottom Stage
Total Prop. Volume1 =
0.0043
Crest
Width
(ft)
Crest
Height
(ft)
113
No. of
Weirs
0.0130
Width 5
Weir Outlets
78.13 Max HydroMod Volume =
BMP % of Site =
45 Width
Length
0.50 FT
1.50 FT
No. of Orifices
Orifice Outlets
Resize with Hydromod Depth +1' Freeboard
Top Stage
"Basin Shaped" "Tank Shaped" 0
0.1 0.2
0.3 0.4
0.5 0.6
0 0.0005 0.001 0.0015 0.002 0.0025 0.003 Stage (ft.)
Storage (ac-ft.)
Stage-Storage Curve
0 0.1
0.2 0.3
0.4 0.5
0.6 0.00 0.20 0.40 0.60 0.80 1.00 Stage (ft.)
Outlet Discharge (cfs)
Stage-Discharge Curve
Development Project Number(s): Rain Gauge
Latitude (decimal format): BMP Type (per WQMP):
Longitude (decimal format): BMP Number (Sequential):
DRAINAGE AREA (ACRES) - 10 acre max1 2-YEAR, 1-HOUR INTENSITY (IN/HR) - Plate D-4.3 LONGEST WATERCOURSE (FT) - 1,000' max1 10-YEAR, 1-HOUR INTENSITY (IN/HR) - Plate D-4.1 or D-4.5 UPSTREAM ELEVATION OF WATERCOURSE (FT) SLOPE OF THE INTENSITY DURATION - Plate D-4.6 DOWNSTREAM ELEV. OF WATERCOURSE (FT) CLOSEST IMPERVIOUS PERCENTAGE (%) EXISTING IMPERVIOUS PERCENTAGE (%) calc'd: 90.00 Over-ride:
Use 10% of Q2 to avoid Field Screening requirements
*Attach Field Screen report with photos, and field measurements. SCCWRP Field Screening Tool available at: http://www.sccwrp.org/Data/DataTools/HydromodScreening.aspx *SCCWRP Tech. Report #606 for Field Screening available at: CCWRP Field Screening Tool available at: http://www.sccwrp.org/Data/DataTools/HydromodScreening.aspx **Calculator output shall be attached. Calculator can be found at: http://www.projectcleanwater.org/attachments/article/137/Channel%20Vulnerability%20Calculator.xlsx?1361c1
0.13 Ac. Weighted Average RI Numbers = 80.0 91.0
Per Dr. Luis Parra, the AMC condition is based on the rainfall record. Applying NEH-4 (1964) for the non-freezing conditions in Riverside County the AMC conditions are:
AMC-I for less than 0.5" of rain the previous 5 days; AMC-II for between 0.5" to 1.1" of rain the previous 5 days; or AMC-III for more than 1.1" for the previous 5 days.
Ex. 10-year Flowrate1 = 0.391 cfs Flowrate1 = cfs
Ex. 10-year Flowrate (Attach Study) = cfs Ex. 2-year Flowrate (Attach Study) = cfs 1The equations used to determine the 10-year and 10% of the 2-yr are limited to 10-acres and 1,000'. Flowrates from a separate study can be used to over-ride the calculated values so that larger areas (up to 20 acres) and longer watercourse lengths can be used. All values still need to be filled out, even when there is a user-defined discharge value entered.
DRAINAGE AREA (ACRES)
LONGEST WATERCOURSE (FT)
DIFFERENCE IN ELEV (FT) - along watercourse
PROPOSED IMPERVIOUS PERCENTAGE (%)
0.13 Ac. Weighted Average RI Numbers = 50.0 69.0
Per Dr. Luis Parra, the AMC condition is based on the rainfall record. Applying NEH-4 (1964) for the non-freezing conditions in Riverside County the AMC conditions are:
AMC-I for less than 0.5" of rain the previous 5 days; AMC-II for between 0.5" to 1.1" of rain the previous 5 days; or AMC-III for more than 1.1" for the previous 5 days. --- ---
Responsible-in-charge: Date:
Signature: Spreadsheet Developed by: Benjie Cho, P.E.
---
---
Yes, this is acceptable
Yes, this is acceptable
---
Hydromod Ponded depth
Hydromod Drain Time (unclogged)
Is the HydroMod BMP properly sized?
(Co-Permitte Approval is required) User-Defined Discharge Values with accompanying Hydrology Study1 Mitigated Q < 110% of Pre-Dev. Q?
Mitigated Duration < 110% of Pre-Dev?*
Vegetative Cover Soil A %
22 0.13 Ac. Post-Project 84
APN 910-490-015
33.550751
-117.192625
0.022
0 Cover Type # Subarea Acreage Cover Type
1 0.13 Ac.
0.55 No
0.13 65
1103.31
1099.43
0 No 0.1Q2
100 97
Soil D %
- Cover
Cover Type
Barren
Subarea Acreage
RI Index
AMC I
RI Index
AMC III
Santa Margarita Region - County HydroMod Iterative Spreadsheet Model Only for use the unincorporated portions of Riverside County, unless otherwise approved by the Co-Permittee Pre-Development - Hydrology Information Pre-Development Yes Pre-Development Pre-Development Calculated Upper Flow-rate limit Calculated Lower Flow-rate limit 0% Undeveloped - Poor Cover
It is expressly agreed and understood by the USER of this Excel Spreadsheet file (file) released hereby (whether released in digital or hard copy form) that Riverside County (County) makes no representation as to its accuracy. Further, it is the intent of the parties hereto that the USER shall review and verify calculations, analyze results, and/or independently determine the accuracy thereof prior to placing any reliance whatsoever on the information. Further, the USER shall hold the County, together with the officers, agents and employees of each, free and harmless from any liability whatsoever, including wrongful death, based or asserted upon any act or omission of the District or County, their officers, agents, employees or subcontractors, relating to or in any way connected with the unauthorized use of these files or information; and USER agrees to protect and defend, including all attorney fees and other expenses, each of the foregoing bodies and persons in any legal action based or asserted upon any such acts or omissions. USER also agrees not to sell, reproduce or release these files to others for any purpose whatsoever, except those incidental uses for which the files were acquired, verified and combined with USER’S own work product. Reasonable effort was made to fully comply with the San Diego MS4 Permit requirements using the methods found in the Riverside County Hydrology Manual. If the user finds an error in any way, please contact the County so that the error can be corrected. Any direct tampering of the equations in this spreadsheet would be considered extremely inappropriate, and potentially fraudulent. 0 0 0
Temecula Valley
0 0.55
0.88 Bio-Retention with Partial Infilatration
BIO-3
97.0 Pre-Development - Soils Information
Yes, this is acceptable
Proposed
0 0
7.20 hours
---
Requirement
---
---
---
0 0
84.0 Issue @ Stage =
Issue @ Stage =
0 See below for the Height
in the Basin (Stage) that is
causing a non-compliant result
0.50 feet
0 Ex. 10% of the 2-year
Soil D %
RI Index
AMC I
RI Index
AMC II
Urban Landscaping Good Cover
Post-Project - Hydrograph Information
Post-Project - Soils Information
First result out of compliance in the rainfall record
Pre-Development - Calculated Range of Flow Rates analyzed for Hydromod (Suceptible Range of Flows) Soil B %
0 Vegetative Cover
RI Index
AMC II
91 Cover Type # Soil A % Soil C %
80 Go to "BMP Design" tab to design your BMP, then check results below.
Print both this "HydroMod" Sheet and the "BMP Design" sheet for your submittal.
No
No Post-Project 85
2.3 99
0.13 100 50 69
Soil B % Soil C %
RI Index
AMC III Results
---
---
---
---
---
Exhibit B.7 - HydroMod Spreadsheet (Temecula) v.11 - 3
BMP Design Fill in blue shaded areas
feet, Stage Intervals Larger Stage Intervals may incr. the Q at the bottom stg.
STEP1: Size the BMP, so that the Total Volume > Max HydroMod Vol. (Deeper is ok, it will be refined in the Design Geometry) Is the BMP a Tank shape? 2 1 for yes; 2 for no. 0 0 0 0 Is the BMP Arched shape? 1 1 for yes; 2 for no. 0.25 0.003 113 0.00 If circular, is the tank vertical? 2 1 for yes; 2 for no. 0.50 0.005 225 0.00 Is this Harvest & Reuse? 1 1 for yes; 2 for no. 0.50 0.005 225 0.00 How many cells together? 1 0.50 0.005 225 0.00
Diameter (Hortz. for arch) = 100 IN 0.50 0.005 225 0.00 Length (or Ht. for Vertical) = 40 FT 0.50 0.005 225 0.00
0.50 0.005 225 0.00
Bottom Stage H= 0.5' SS= :1 0.50 0.005 225 0.00
0.50 0.005 225 0.00
Width 10 FT 0.50 0.005 225 0.00
Length 45 FT 0.50 0.005 225 0.00
area = area = 450 0.50 0.005 225 0.00
0.50 0.005 225 0.00
Top Stage H= SS= :1 0.50 0.005 225 0.00
Top Area 0.50 0.005 225 0.00
Width FT 0.50 0.005 225 0.00
Length FT 0.50 0.005 225 0.00
area = area = 0 0.50 0.005 225 0.00
0.50 0.005 225 0.00
FT3 0.50 0.005 225 0.00
FT3 0.50 0.005 225 0.00
FT3 0.50 0.005 225 0.00
FT3 0.50 0.005 225 0.00
FT2 0.50 0.005 225 0.00
0.50 0.005 225 0.00
FT 0.50 0.005 225 0.00
1Does not include forebay, or low flow trench 0.50 0.005 225 0.00 2Does not account for freeboard or access roads 0.50 0.005 225 0.00 3Does not consider Increased Runoff 0.50 0.005 225 0.00
0.50 0.005 225 0.00
0.50 0.005 225 0.00
STEP2: Delete outlets, then propose the largest lowest orifice that does not, exceed the ex. Q or Duration. If the Q is 0.50 0.005 225 0.00 acceptable, but the duration is exceeded, try decreasing orifice, then adding a weir slightly below the stage that has an issue. 0.50 0.005 225 0.00 OUTLETS (for Stage-Discharge) Hydromod Depth = 0.50 0.005 225 0.00 + 1' Freeboard = 0.50 0.005 225 0.00
0.50 0.005 225 0.00
0.50 0.005 225 0.00
Top Surface Area 0.50 0.005 225 0.00
0 Based on HydroMod Depth +1' of Freeboard 0.50 0.005 225 0.00
0.5 12.00 0.50 0.005 225
FT
FT
1.00 FT
FT
STEP3: Complete an increased runoff analysis, if the project can impact downstream properties. Incorporate these designs into the WQMP site plan.
Add emergency overflow weir, for flows that exceed the Hydromod volumes, sized to the 100-year peak flow rate. Add access roads (< 10% longitudnal slope) with enough width & turn around access for equipment that would be needed to scarify the bottom or remove Bioretention soil media.
Yes Consider Infiltration, Bioretention, or Biofiltration (Yes or No)? FT3/sec, Unfactored Infiltration (over entire bottom)
2.5 Infiltration/Biofiltration rate thru the finish surface of the BMP (in/hr)3 FT3/sec, Infiltration / Factor of Safety 3 Factor of Safety3 FT3, Vol. Infiltrated, over representative time 300 mins, Time represented by Infil. Tests or Biofiltraton Routing Time4 FT3/sec, Low-Loss after representative time 3Measured Infiltration Rate per the LID Manual, Appendix A for Infiltration/BioRetention. For BioFiltration use a rate thru the media of 2.5 in/hr (long term design rate). 4 Time that infiltration rate is being applied for Hydromod analysis for Infiltration/BioRention. Use 300 minutes (5hrs) for BioFiltration. Pore space is not accounted for at this time. BMP Geometry & Detention Calculations Circular
Tank BMP
0.0009 Add Infiltration
1 Diameter
(inches)
Invert Height
(ft)
45 Storage
(AC-FT)
Q
(CFS)
Basin Shaped BMP (Bottom Stage 1st)
Length
Prop. Top Stg. Vol. =
450
PROPOSED BMP DIMENSIONS
-
225
7.95%
199
Bottom Area
Width
Length
0 0
0 450
Enter information from actual infiltration tests or design BSM rate Prop Bottom Stg Vol =
Max HydroMod Depth3 =
MINIMUM DESIGN GEOMETRY
0.50 Length
0.25 Storage
(FT3)
Stage-Storage-Discharge*
Stage
(FT)
Total Surface Area2 =
Top Area
10 It is expressly agreed and understood by the USER of this Excel Spreadsheet file (file) released hereby (whether released in digital or hard copy form) that Riverside County (County) makes no representation as to its accuracy. Further, it is the intent of the parties hereto that the USER shall review and verify calculations, analyze results, and/or independently determine the accuracy thereof prior to placing any reliance whatsoever on the information. Further, the USER shall hold the County, together with the officers, agents and employees of each, free and harmless from any liability whatsoever, including wrongful death, based or asserted upon any act or omission of the District or County, their officers, agents, employees or subcontractors, relating to or in any way connected with the unauthorized use of these files or information; and USER agrees to protect and defend, including all attorney fees and other expenses, each of the foregoing bodies and persons in any legal action based or asserted upon any such acts or omissions. USER also agrees not to sell, reproduce or release these files to others for any purpose whatsoever, except those incidental uses for which the files were acquired, verified and combined with USER’S own work product. Reasonable effort was made to fully comply with the San Diego MS4 Permit requirements using the methods found in the Riverside County Hydrology Manual. If the user finds an error in any way, please contact the County so that the error can be corrected. Any direct tampering of the equations in this spreadsheet would be considered extremely inappropriate, and potentially fraudulent.
Bottom Area
Width
Bottom Stage
Total Prop. Volume1 =
0.0087
Crest
Width
(ft)
Crest
Height
(ft)
225
No. of
Weirs
0.0260
Width 10
Weir Outlets
156.25
Max HydroMod Volume =
BMP % of Site =
45 Width
Length
0.50 FT
1.50 FT
No. of Orifices
Orifice Outlets
Resize with Hydromod Depth +1' Freeboard
Top Stage
"Basin Shaped" "Tank Shaped" 0
0.1 0.2
0.3 0.4
0.5 0.6
0 0.001 0.002 0.003 0.004 0.005 0.006 Stage (ft.)
Storage (ac-ft.)
Stage-Storage Curve
0 0.1
0.2 0.3
0.4 0.5
0.6 0.00 0.20 0.40 0.60 0.80 1.00 Stage (ft.)
Outlet Discharge (cfs)
Stage-Discharge Curve
Development Project Number(s): Rain Gauge
Latitude (decimal format): BMP Type (per WQMP):
Longitude (decimal format): BMP Number (Sequential):
DRAINAGE AREA (ACRES) - 10 acre max1 2-YEAR, 1-HOUR INTENSITY (IN/HR) - Plate D-4.3 LONGEST WATERCOURSE (FT) - 1,000' max1 10-YEAR, 1-HOUR INTENSITY (IN/HR) - Plate D-4.1 or D-4.5 UPSTREAM ELEVATION OF WATERCOURSE (FT) SLOPE OF THE INTENSITY DURATION - Plate D-4.6 DOWNSTREAM ELEV. OF WATERCOURSE (FT) CLOSEST IMPERVIOUS PERCENTAGE (%) EXISTING IMPERVIOUS PERCENTAGE (%) calc'd: 90.00 Over-ride:
Use 10% of Q2 to avoid Field Screening requirements
*Attach Field Screen report with photos, and field measurements. SCCWRP Field Screening Tool available at: http://www.sccwrp.org/Data/DataTools/HydromodScreening.aspx *SCCWRP Tech. Report #606 for Field Screening available at: CCWRP Field Screening Tool available at: http://www.sccwrp.org/Data/DataTools/HydromodScreening.aspx **Calculator output shall be attached. Calculator can be found at: http://www.projectcleanwater.org/attachments/article/137/Channel%20Vulnerability%20Calculator.xlsx?1361c1
0.08 Ac. Weighted Average RI Numbers = 80.0 91.0
Per Dr. Luis Parra, the AMC condition is based on the rainfall record. Applying NEH-4 (1964) for the non-freezing conditions in Riverside County the AMC conditions are:
AMC-I for less than 0.5" of rain the previous 5 days; AMC-II for between 0.5" to 1.1" of rain the previous 5 days; or AMC-III for more than 1.1" for the previous 5 days.
Ex. 10-year Flowrate1 = 0.224 cfs Flowrate1 = cfs
Ex. 10-year Flowrate (Attach Study) = cfs Ex. 2-year Flowrate (Attach Study) = cfs 1The equations used to determine the 10-year and 10% of the 2-yr are limited to 10-acres and 1,000'. Flowrates from a separate study can be used to over-ride the calculated values so that larger areas (up to 20 acres) and longer watercourse lengths can be used. All values still need to be filled out, even when there is a user-defined discharge value entered.
DRAINAGE AREA (ACRES)
LONGEST WATERCOURSE (FT)
DIFFERENCE IN ELEV (FT) - along watercourse
PROPOSED IMPERVIOUS PERCENTAGE (%)
0.08 Ac. Weighted Average RI Numbers = 50.0 69.0
Per Dr. Luis Parra, the AMC condition is based on the rainfall record. Applying NEH-4 (1964) for the non-freezing conditions in Riverside County the AMC conditions are:
AMC-I for less than 0.5" of rain the previous 5 days; AMC-II for between 0.5" to 1.1" of rain the previous 5 days; or AMC-III for more than 1.1" for the previous 5 days. --- ---
Responsible-in-charge: Date:
Signature: Spreadsheet Developed by: Benjie Cho, P.E.
Go to "BMP Design" tab to design your BMP, then check results below.
Print both this "HydroMod" Sheet and the "BMP Design" sheet for your submittal.
No
No Post-Project 75
2.3 89
0.077
100 50 69
Soil B % Soil C %
RI Index
AMC III Results
---
---
---
---
---
Pre-Development - Calculated Range of Flow Rates analyzed for Hydromod (Suceptible Range of Flows) Soil B %
0 Vegetative Cover
RI Index
AMC II
91 Cover Type # Soil A % Soil C %
80 0.50 feet
0 Ex. 10% of the 2-year
Soil D %
RI Index
AMC I
RI Index
AMC II
Urban Landscaping Good Cover
Post-Project - Hydrograph Information
Post-Project - Soils Information
First result out of compliance in the rainfall record
Yes, this is acceptable
Proposed
0 0
7.20 hours
---
Requirement
---
---
---
0 0
84.0 Issue @ Stage =
Issue @ Stage =
0 See below for the Height
in the Basin (Stage) that is
causing a non-compliant result Pre-Development Calculated Upper Flow-rate limit Calculated Lower Flow-rate limit 0% Undeveloped - Poor Cover
It is expressly agreed and understood by the USER of this Excel Spreadsheet file (file) released hereby (whether released in digital or hard copy form) that Riverside County (County) makes no representation as to its accuracy. Further, it is the intent of the parties hereto that the USER shall review and verify calculations, analyze results, and/or independently determine the accuracy thereof prior to placing any reliance whatsoever on the information. Further, the USER shall hold the County, together with the officers, agents and employees of each, free and harmless from any liability whatsoever, including wrongful death, based or asserted upon any act or omission of the District or County, their officers, agents, employees or subcontractors, relating to or in any way connected with the unauthorized use of these files or information; and USER agrees to protect and defend, including all attorney fees and other expenses, each of the foregoing bodies and persons in any legal action based or asserted upon any such acts or omissions. USER also agrees not to sell, reproduce or release these files to others for any purpose whatsoever, except those incidental uses for which the files were acquired, verified and combined with USER’S own work product. Reasonable effort was made to fully comply with the San Diego MS4 Permit requirements using the methods found in the Riverside County Hydrology Manual. If the user finds an error in any way, please contact the County so that the error can be corrected. Any direct tampering of the equations in this spreadsheet would be considered extremely inappropriate, and potentially fraudulent. 0 0 0
Temecula Valley
0 0.55
0.88 Bio-Retention with Partial Infilatration
BIO-4
97.0 Pre-Development - Soils Information
RI Index
AMC I
RI Index
AMC III
Santa Margarita Region - County HydroMod Iterative Spreadsheet Model Only for use the unincorporated portions of Riverside County, unless otherwise approved by the Co-Permittee Pre-Development - Hydrology Information Pre-Development Yes Pre-Development 1 0.077 Ac.
0.55 No
0.077
65 1103.2
1100.35
0 No 0.1Q2
100 97
Soil D %
- Cover
Cover Type
Barren
Subarea Acreage Post-Project 84
APN 910-490-015
33.550751
-117.192625
0.013
0 Cover Type # Subarea Acreage Cover Type
---
---
Yes, this is acceptable
Yes, this is acceptable
---
Hydromod Ponded depth
Hydromod Drain Time (unclogged)
Is the HydroMod BMP properly sized?
(Co-Permitte Approval is required) User-Defined Discharge Values with accompanying Hydrology Study1 Mitigated Q < 110% of Pre-Dev. Q?
Mitigated Duration < 110% of Pre-Dev?*
Vegetative Cover Soil A %
22 0.077 Ac.
Exhibit B.7 - HydroMod Spreadsheet (Temecula) v.11 - 4
BMP Design Fill in blue shaded areas
feet, Stage Intervals Larger Stage Intervals may incr. the Q at the bottom stg.
STEP1: Size the BMP, so that the Total Volume > Max HydroMod Vol. (Deeper is ok, it will be refined in the Design Geometry) Is the BMP a Tank shape? 2 1 for yes; 2 for no. 0 0 0 0 Is the BMP Arched shape? 1 1 for yes; 2 for no. 0.25 0.001 60 0.00 If circular, is the tank vertical? 2 1 for yes; 2 for no. 0.50 0.003 120 0.00 Is this Harvest & Reuse? 1 1 for yes; 2 for no. 0.50 0.003 120 0.00 How many cells together? 1 0.50 0.003 120 0.00
Diameter (Hortz. for arch) = 100 IN 0.50 0.003 120 0.00 Length (or Ht. for Vertical) = 40 FT 0.50 0.003 120 0.00
0.50 0.003 120 0.00
Bottom Stage H= 0.5' SS= :1 0.50 0.003 120 0.00
0.50 0.003 120 0.00
Width 3 FT 0.50 0.003 120 0.00
Length 80 FT 0.50 0.003 120 0.00
area = area = 240 0.50 0.003 120 0.00
0.50 0.003 120 0.00
Top Stage H= SS= :1 0.50 0.003 120 0.00
Top Area 0.50 0.003 120 0.00
Width FT 0.50 0.003 120 0.00
Length FT 0.50 0.003 120 0.00
area = area = 0 0.50 0.003 120 0.00
0.50 0.003 120 0.00
FT3 0.50 0.003 120 0.00
FT3 0.50 0.003 120 0.00
FT3 0.50 0.003 120 0.00
FT3 0.50 0.003 120 0.00
FT2 0.50 0.003 120 0.00
0.50 0.003 120 0.00
FT 0.50 0.003 120 0.00
1Does not include forebay, or low flow trench 0.50 0.003 120 0.00 2Does not account for freeboard or access roads 0.50 0.003 120 0.00 3Does not consider Increased Runoff 0.50 0.003 120 0.00
0.50 0.003 120 0.00
0.50 0.003 120 0.00
STEP2: Delete outlets, then propose the largest lowest orifice that does not, exceed the ex. Q or Duration. If the Q is 0.50 0.003 120 0.00 acceptable, but the duration is exceeded, try decreasing orifice, then adding a weir slightly below the stage that has an issue. 0.50 0.003 120 0.00 OUTLETS (for Stage-Discharge) Hydromod Depth = 0.50 0.003 120 0.00 + 1' Freeboard = 0.50 0.003 120 0.00
0.50 0.003 120 0.00
0.50 0.003 120 0.00
Top Surface Area 0.50 0.003 120 0.00
0 Based on HydroMod Depth +1' of Freeboard 0.50 0.003 120 0.00
0.5 12.00 0.50 0.003 120
FT
FT
1.00 FT
FT
STEP3: Complete an increased runoff analysis, if the project can impact downstream properties. Incorporate these designs into the WQMP site plan.
Add emergency overflow weir, for flows that exceed the Hydromod volumes, sized to the 100-year peak flow rate. Add access roads (< 10% longitudnal slope) with enough width & turn around access for equipment that would be needed to scarify the bottom or remove Bioretention soil media.
Yes Consider Infiltration, Bioretention, or Biofiltration (Yes or No)? FT3/sec, Unfactored Infiltration (over entire bottom)
2.5 Infiltration/Biofiltration rate thru the finish surface of the BMP (in/hr)3 FT3/sec, Infiltration / Factor of Safety 3 Factor of Safety3 FT3, Vol. Infiltrated, over representative time 300 mins, Time represented by Infil. Tests or Biofiltraton Routing Time4 FT3/sec, Low-Loss after representative time 3Measured Infiltration Rate per the LID Manual, Appendix A for Infiltration/BioRetention. For BioFiltration use a rate thru the media of 2.5 in/hr (long term design rate). 4 Time that infiltration rate is being applied for Hydromod analysis for Infiltration/BioRention. Use 300 minutes (5hrs) for BioFiltration. Pore space is not accounted for at this time.
83.33 Max HydroMod Volume =
BMP % of Site =
80 Width
Length
0.50 FT
1.50 FT
No. of Orifices
Orifice Outlets
Resize with Hydromod Depth +1' Freeboard
Top Stage
Total Surface Area2 =
Top Area
3 It is expressly agreed and understood by the USER of this Excel Spreadsheet file (file) released hereby (whether released in digital or hard copy form) that Riverside County (County) makes no representation as to its accuracy. Further, it is the intent of the parties hereto that the USER shall review and verify calculations, analyze results, and/or independently determine the accuracy thereof prior to placing any reliance whatsoever on the information. Further, the USER shall hold the County, together with the officers, agents and employees of each, free and harmless from any liability whatsoever, including wrongful death, based or asserted upon any act or omission of the District or County, their officers, agents, employees or subcontractors, relating to or in any way connected with the unauthorized use of these files or information; and USER agrees to protect and defend, including all attorney fees and other expenses, each of the foregoing bodies and persons in any legal action based or asserted upon any such acts or omissions. USER also agrees not to sell, reproduce or release these files to others for any purpose whatsoever, except those incidental uses for which the files were acquired, verified and combined with USER’S own work product. Reasonable effort was made to fully comply with the San Diego MS4 Permit requirements using the methods found in the Riverside County Hydrology Manual. If the user finds an error in any way, please contact the County so that the error can be corrected. Any direct tampering of the equations in this spreadsheet would be considered extremely inappropriate, and potentially fraudulent.
Bottom Area
Width
Bottom Stage
Total Prop. Volume1 =
0.0046
Crest
Width
(ft)
Crest
Height
(ft)
120
No. of
Weirs
0.0139
Width 3
Weir Outlets
0.25 Storage
(FT3)
Stage-Storage-Discharge*
Stage
(FT)
Length
Enter information from actual infiltration tests or design BSM rate Prop Bottom Stg Vol =
Max HydroMod Depth3 =
MINIMUM DESIGN GEOMETRY
0.50 120
7.16%
115
Bottom Area
Width
Length
0 0
0 240
Q
(CFS)
Basin Shaped BMP (Bottom Stage 1st)
Length
Prop. Top Stg. Vol. =
240
PROPOSED BMP DIMENSIONS
- BMP Geometry & Detention Calculations
Circular
Tank BMP
0.0009 Add Infiltration
1 Diameter
(inches)
Invert Height
(ft)
80 Storage
(AC-FT)
"Basin Shaped" "Tank Shaped" 0
0.1 0.2
0.3 0.4
0.5 0.6
0 0.0005 0.001 0.0015 0.002 0.0025 0.003 Stage (ft.)
Storage (ac-ft.)
Stage-Storage Curve
0 0.1
0.2 0.3
0.4 0.5
0.6 0.00 0.20 0.40 0.60 0.80 1.00 Stage (ft.)
Outlet Discharge (cfs)
Stage-Discharge Curve
Water Quality Management Plan (WQMP)
MTA Tire Shop
- 49 -
Appendix 8: Source Control
Pollutant Sources/Source Control Checklist
Include a copy of the completed Pollutant Sources/Source Control Checklist used to document Source Control BMPs in Section H of this Template.
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
How to use this worksheet (also see instructions in Section G of the WQMP Template): 1. Review Column 1 and identify which of these potential sources of stormwater pollutants apply to your site. Check each box that applies.
2. Review Column 2 and incorporate all of the corresponding applicable BMPs in your WQMP Exhibit.
3. Review Columns 3 and 4 and incorporate all of the corresponding applicable permanent controls and operational BMPs in your WQMP. Use the format shown in Table G.1on page 23 of this WQMP Template. Describe your specific BMPs in an accompanying narrative, and explain any special conditions or situations that required omitting BMPs or substituting alternative BMPs for those shown here.
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
A. On-site storm drain
inlets
Locations of inlets.
Mark all inlets with the words
“Only Rain Down the Storm Drain” or similar. Catch Basin Markers may be available from the Riverside County Flood Control and Water Conservation District, call 951.955.1200 to verify.
Maintain and periodically repaint or replace inlet markings. Provide stormwater pollution prevention information to new site owners, lessees, or operators. See applicable operational BMPs in Fact Sheet SC-44, “Drainage System Maintenance,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com Include the following in lease agreements: “Tenant shall not allow anyone to discharge anything to storm drains or to store or deposit materials so as to create a potential discharge to storm drains.” B. Interior floor drains
and elevator shaft sump pumps
State that interior floor drains and
elevator shaft sump pumps will be plumbed to sanitary sewer. Inspect and maintain drains to prevent
blockages and overflow.
C. Interior parking
garages
State that parking garage floor
drains will be plumbed to the sanitary sewer.
Inspect and maintain drains to prevent
blockages and overflow.
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
D1. Need for future
indoor & structural pest control
Note building design features that
discourage entry of pests.
Provide Integrated Pest Management
information to owners, lessees, and operators.
D2. Landscape/
Outdoor Pesticide Use
Show locations of native trees or areas of shrubs and ground cover to be undisturbed and retained. Show self-retaining landscape areas, if any. Show stormwater treatment and hydrograph modification management BMPs. (See instructions in Chapter 3, Step 5 and guidance in Chapter 5.)
State that final landscape plans will accomplish all of the following. Preserve existing native trees, shrubs, and ground cover to the maximum extent possible. Design landscaping to minimize irrigation and runoff, to promote surface infiltration where appropriate, and to minimize the use of fertilizers and pesticides that can contribute to stormwater pollution. Where landscaped areas are used to retain or detain stormwater, specify plants that are tolerant of saturated soil conditions. Consider using pest-resistant plants, especially adjacent to hardscape. To insure successful establishment, select plants appropriate to site soils, slopes, climate, sun, wind, rain, land use, air movement, ecological consistency, and plant interactions.
Maintain landscaping using minimum or no pesticides. See applicable operational BMPs in “What you should know for…..Landscape and Gardening” at http://rcflood.org/stormwater/Error! Hyperlink reference not valid.
Provide IPM information to new owners, lessees and operators.
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
E. Pools, spas, ponds,
decorative fountains, and other water features.
Show location of water feature and
a sanitary sewer cleanout in an accessible area within 10 feet. (Exception: Public pools must be plumbed according to County Department of Environmental Health Guidelines.) If the Co-Permittee requires pools
to be plumbed to the sanitary sewer, place a note on the plans and state in the narrative that this connection will be made according to local requirements. See applicable operational BMPs in
“Guidelines for Maintaining Your Swimming Pool, Jacuzzi and Garden Fountain” at http://rcflood.org/stormwater/ F. Food service
For restaurants, grocery stores, and other food service operations, show location (indoors or in a covered area outdoors) of a floor sink or other area for cleaning floor mats, containers, and equipment. On the drawing, show a note that this drain will be connected to a grease interceptor before discharging to the sanitary sewer.
Describe the location and features of the designated cleaning area. Describe the items to be cleaned in this facility and how it has been sized to insure that the largest items can be accommodated. See the brochure, “The Food Service
Industry Best Management Practices for: Restaurants, Grocery Stores, Delicatessens and Bakeries” at http://rcflood.org/stormwater/Provide this brochure to new site owners, lessees, and operators. G. Refuse areas
Show where site refuse and recycled materials will be handled and stored for pickup. See local municipal requirements for sizes and other details of refuse areas. If dumpsters or other receptacles are outdoors, show how the designated area will be covered, graded, and paved to prevent runon and show locations of berms to prevent runoff from the area. Any drains from dumpsters, compactors, and tallow bin areas shall be connected to a grease removal device before discharge to sanitary sewer.
State how site refuse will be handled and provide supporting detail to what is shown on plans. State that signs will be posted on or near dumpsters with the words “Do not dump hazardous materials here” or similar. State how the following will be
implemented: Provide adequate number of receptacles. Inspect receptacles regularly; repair or replace leaky receptacles. Keep receptacles covered. Prohibit/prevent dumping of liquid or hazardous wastes. Post “no hazardous materials” signs. Inspect and pick up litter daily and clean up spills immediately. Keep spill control materials available on-site. See Fact Sheet SC-34, “Waste Handling and Disposal” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
H. Industrial processes.
Show process area.
If industrial processes are to be
located on site, state: “All process activities to be performed indoors. No processes to drain to exterior or to storm drain system.” See Fact Sheet SC-10, “NonStormwater Discharges” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com See the brochure “Industrial & Commercial Facilities Best Management Practices for: Industrial, Commercial Facilities” at http://rcflood.org/stormwater/
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
I. Outdoor storage of
equipment or materials. (See rows J and K for source control measures for vehicle cleaning, repair, and maintenance.)
Show any outdoor storage areas, including how materials will be covered. Show how areas will be graded and bermed to prevent runon or run-off from area. Storage of non-hazardous liquids shall be covered by a roof and/or drain to the sanitary sewer system, and be contained by berms, dikes, liners, or vaults. Storage of hazardous materials and wastes must be in compliance with the local hazardous materials ordinance and a Hazardous Materials Management Plan for the site.
Include a detailed description of
materials to be stored, storage areas, and structural features to prevent pollutants from entering storm drains. Where appropriate, reference documentation of compliance with the requirements of Hazardous Materials Programs for:
Hazardous Waste Generation
Hazardous Materials Release
Response and Inventory
California Accidental Release
(CalARP)
Aboveground Storage Tank
Uniform Fire Code Article 80
Section 103(b) & (c) 1991
Underground Storage Tank
www.cchealth.org/groups/hazmat
/
See the Fact Sheets SC-31, “Outdoor
Liquid Container Storage” and SC-33, “Outdoor Storage of Raw Materials ” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
J. Vehicle and
Equipment Cleaning
Show on drawings as appropriate:
(1) Commercial/industrial facilities having vehicle/equipment cleaning needs shall either provide a covered, bermed area for washing activities or discourage vehicle/equipment washing by removing hose bibs and installing signs prohibiting such uses. (2) Multi-dwelling complexes shall have a paved, bermed, and covered car wash area (unless car washing is prohibited on-site and hoses are provided with an automatic shutoff to discourage such use). (3) Washing areas for cars, vehicles, and equipment shall be paved, designed to prevent run-on to or runoff from the area, and plumbed to drain to the sanitary sewer. (4) Commercial car wash facilities shall be designed such that no runoff from the facility is discharged to the storm drain system. Wastewater from the facility shall discharge to the sanitary sewer, or a wastewater reclamation system shall be installed. If a car wash area is not provided,
describe any measures taken to discourage on-site car washing and explain how these will be enforced.
Describe operational measures to implement the following (if applicable): Washwater from vehicle and equipment washing operations shall not be discharged to the storm drain system. Refer to “Outdoor Cleaning Activities and Professional Mobile Service Providers” for many of the Potential Sources of Runoff Pollutants categories below. Brochure can be found at http://rcflood.org/stormwater/Car dealerships and similar may rinse cars with water only.
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
K. Vehicle/Equipment
Repair and Maintenance
Accommodate all vehicle equipment repair and maintenance indoors. Or designate an outdoor work area and design the area to prevent run-on and runoff of stormwater. Show secondary containment for exterior work areas where motor oil, brake fluid, gasoline, diesel fuel, radiator fluid, acid-containing batteries or other hazardous materials or hazardous wastes are used or stored. Drains shall not be installed within the secondary containment areas. Add a note on the plans that states either (1) there are no floor drains, or (2) floor drains are connected to wastewater pretreatment systems prior to discharge to the sanitary sewer and an industrial waste discharge permit will be obtained.
State that no vehicle repair or maintenance will be done outdoors, or else describe the required features of the outdoor work area. State that there are no floor drains or if there are floor drains, note the agency from which an industrial waste discharge permit will be obtained and that the design meets that agency’s requirements. State that there are no tanks, containers or sinks to be used for parts cleaning or rinsing or, if there are, note the agency from which an industrial waste discharge permit will be obtained and that the design meets that agency’s requirements.
In the Stormwater Control Plan, note that all of the following restrictions apply to use the site:
No person shall dispose of, nor permit the disposal, directly or indirectly of vehicle fluids, hazardous materials, or rinsewater from parts cleaning into storm drains. No vehicle fluid removal shall be performed outside a building, nor on asphalt or ground surfaces, whether inside or outside a building, except in such a manner as to ensure that any spilled fluid will be in an area of secondary containment. Leaking vehicle fluids shall be contained or drained from the vehicle immediately. No person shall leave unattended drip parts or other open containers containing vehicle fluid, unless such containers are in use or in an area of secondary containment. Refer to “Automotive Maintenance & Car Care Best Management Practices for Auto Body Shops, Auto Repair Shops, Car Dealerships, Gas Stations and Fleet Service Operations”. Brochure can be found at http://rcflood.org/stormwater/Refer to Outdoor Cleaning Activities and Professional Mobile Service Providers for many of the Potential Sources of Runoff Pollutants categories below. Brochure can be found at http://rcflood.org/stormwater/
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
L. Fuel Dispensing
Areas
Fueling areas6 shall have
impermeable floors (i.e., portland cement concrete or equivalent smooth impervious surface) that are: a) graded at the minimum slope necessary to prevent ponding; and b) separated from the rest of the site by a grade break that prevents run-on of stormwater to the maximum extent practicable. Fueling areas shall be covered by a canopy that extends a minimum of ten feet in each direction from each pump. [Alternative: The fueling area must be covered and the cover’s minimum dimensions must be equal to or greater than the area within the grade break or fuel dispensing area1.] The canopy [or cover] shall not drain onto the fueling area.
The property owner shall dry sweep the fueling area routinely. See the Fact Sheet SD-30 , “Fueling Areas” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com 6 The fueling area shall be defined as the area extending a minimum of 6.5 feet from the corner of each fuel dispenser or the length at which the hose and nozzle assembly may be operated plus a minimum of one foot, whichever is greater.
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
M. Loading Docks
Show a preliminary design for the loading dock area, including roofing and drainage. Loading docks shall be covered and/or graded to minimize run-on to and runoff from the loading area. Roof downspouts shall be positioned to direct stormwater away from the loading area. Water from loading dock areas shall be drained to the sanitary sewer, or diverted and collected for ultimate discharge to the sanitary sewer. Loading dock areas draining directly to the sanitary sewer shall be equipped with a spill control valve or equivalent device, which shall be kept closed during periods of operation. Provide a roof overhang over the loading area or install door skirts (cowling) at each bay that enclose the end of the trailer.
Move loaded and unloaded items indoors as soon as possible. See Fact Sheet SC-30, “Outdoor Loading and Unloading,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
N. Fire Sprinkler Test
Water
Provide a means to drain fire
sprinkler test water to the sanitary sewer.
See the note in Fact Sheet SC-41,
“Building and Grounds Maintenance,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com
O. Miscellaneous Drain
or Wash Water or Other Sources Boiler drain lines Condensate drain lines Rooftop equipment Drainage sumps Roofing, gutters, and trim. Other sources
Boiler drain lines shall be directly or indirectly connected to the sanitary sewer system and may not discharge to the storm drain system. Condensate drain lines may discharge to landscaped areas if the flow is small enough that runoff will not occur. Condensate drain lines may not discharge to the storm drain system. Rooftop equipment with potential to produce pollutants shall be roofed and/or have secondary containment. Any drainage sumps on-site shall feature a sediment sump to reduce the quantity of sediment in pumped water. Avoid roofing, gutters, and trim made of copper or other unprotected metals that may leach into runoff. Include controls for other sources as specified by local reviewer.
STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
P. Plazas, sidewalks,
and parking lots.
Sweep plazas, sidewalks, and parking
lots regularly to prevent accumulation of litter and debris. Collect debris from pressure washing to prevent entry into the storm drain system. Collect washwater containing any cleaning agent or degreaser and discharge to the sanitary sewer not to a storm drain.
Water Quality Management Plan (WQMP)
MTA Tire Shop
- 50 -
Appendix 9: O&M
Operation and Maintenance Plan and Documentation of Finance, Maintenance and Recording Mechanisms Include the completed Operation and Maintenance Plan in this Appendix along with additional documentation of Finance and Maintenance Recording Mechanisms for the site. Refer to Sections 3.10 and 5 of the SMR WQMP and Section J of this Template. 77 78
79 80
81 Water Quality Management Plan (WQMP)
MTA Tire Shop
-43-
Appendix 10: Educational
Materials
BMP Fact Sheets, Maintenance Guidelines and Other End-User BMP Information Examples of material to provide in Appendix 10 may include but are not limited to the following:
BMP Fact Sheets for proposed BMPs form Exhibit C: LID BMP Design Handbook of the
SMR WQMP,
Source control information and training material for site owners and operators, O&M training material,
Other educational/training material related to site drainage and BMPs.
Low Impact Development Best Management Practice Design Handbook rev. 4/2018
3.5 Biofiltration with Partial Infiltration
Description
Biofiltration with Partial Infiltration Facilities are shallow, vegetated basins underlain by an engineered soil media designed to retain a portion of the design capture volume, VBMP, and provide biofiltration treatment for the portion not retained. Biofiltration with Partial Infiltration Facilities function similarly to bioretention facilities but always include a gravel storage layer and perforated underdrain where the gravel layer forms a sump below the discharge elevation of the underdrains. Healthy plant and biological activity in the root zone maintain and renew the macro-pore space in the soil media and maximize plant uptake of pollutants and runoff.
This can extend the time until the BMP clogs and allows more of the soil column to function as both a sponge (retaining water) and an effective biofilter. In all cases, the bottom of a Biofiltration with Partial Infiltration Facility is unlined (for lined version, see Fact Sheet 3.6).
When the infiltration rate and sump storage capacity for infiltration is exceeded, fully biofiltered flows are discharged via underdrains. In this way, these facilities are designed to maximize incidental volume reduction. Flows exceeding the design flowrate must discharge to a downstream conveyance system.
Biofiltration with Partial Infiltration Facilities can be effective in removing targeted pollutants from stormwater runoff. Low-nutrient soil media (see Fact Sheet 3.8) is critical to provide treatment and avoid leaching of nutrients.
Proprietary biofiltration devices may be categorized as Biofiltration with Partial Infiltration Facilities when they are combined with supplemental retention BMPs. Refer to the Biofiltration Fact Sheet for information regarding proprietary biofiltration BMPs. In order to use these BMPs as Biofiltration with Partial Retention, the applicant must provide evidence (calculations, narrative, etc.) to demonstrate that supplemental retention is provided to accompany proprietary biofiltration BMPs and is equivalent to the volume retention that would be provided by a Biofiltration with Partial Infiltration Facility. This does not refer to detention storage upstream of proprietary BMPs to reduce discharge rates through the BMPs.
Type of BMP LID – Biofiltration with Partial Infiltration Priority Level Priority 2 – Biofiltration
Treatment Mechanisms Infiltration, Evapotranspiration, Evaporation, Biofiltration Infiltration Rate Range 0.1 to 0.8 in/hr factored design infiltration rate Maximum Drainage Area This BMP is intended to be integrated into a project’s landscaped area in a distributed manner. Typically, contributing drainage areas to Bioretention Facilities range from less than 1 acre to a maximum of around 5 acres. For facilities treating larger drainage basins see Fact Sheet 3.7 for additional guidance on design of larger scale facilities.
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Siting Considerations
These facilities work best when they are designed in a relatively level area. Biofiltration with Partial Infiltration Facilities can be used in smaller landscaped spaces on the site, such as:
Parking islands
Medians
Site entrances
Identification of opportunities for siting bioretention facilities should begin with the initial layout of the site. Landscaped areas on the site (such as may otherwise be required through minimum landscaping ordinances), can often be designed as Biofiltration with Partial Infiltration Facilities. This can be accomplished by:
Depressing landscaped areas below adjacent impervious surfaces, rather than elevating those areas,
Grading the site to direct runoff from impervious surfaces into the Biofiltration with Partial Infiltration Facility, rather than away from the landscaping, and Sizing and designing the depressed landscaped area as a Biofiltration with Partial Infiltration Facility as described in this Fact Sheet.
Design of Biofiltration with Partial Infiltration Facilities should also consider, and mitigate or avoid, potential impacts related to sediment clogging. For example, facilities should not be used downstream of naturally high sediment producing areas (steep vegetated slopes or natural offsite areas) without including additional pretreatment mechanisms.
Setbacks
There are no default setbacks for use in feasibility screening for Biofiltration with Partial Infiltration BMPs. In general, incidental infiltration poses minor risks. However, if there are geotechnical or groundwater concerns documented in the project’s geotechnical report and Project-Specific WQMP, these may preclude any level of infiltration.
Pretreatment
Pretreatment mechanisms are not always required for Biofiltration with Partial Infiltration Facilities; however, they can extend the life and decrease the frequency of required maintenance of a BMP by reducing the amount of sediment loading to the facility.
Pretreatment is strongly encouraged where the BMP will receive runoff from high traffic parking lots or roads, mixed land uses (with some erodible areas), or other land uses likely to generate elevated sediment.
For BMPs receiving overland flow, pretreatment may be provided using forebays with a volume equivalent to at least 10 percent (preferably 20 percent) of VBMP. A forebay is effectively the first cell in the bioretention system, separated from the remaining area by a berm or cross plate. Forebays are designed to maximize sedimentation and will require more frequent, but
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Low Impact Development Best Management Practice Design Handbook rev. 4/2018
more spatially-focused maintenance. This portion of the system can be concrete lined to facilitate simpler maintenance.
For BMPs with piped inlets, a forebay or sedimentation manhole may be applicable. In these systems, it is also necessary to consider energy dissipation near the inlet pipe, such as via a gravel pad and berm system or concrete splash block, to avoid erosion of the bioretention media bed.
If the BMP will receive runoff primarily from roofs, low-traffic impervious surface, or similar low sediment generating surfaces, then pre-treatment is not necessary, but energy dissipation should still be considered, particularly if there is a piped inflow such as a downspout.
Design and Sizing Criteria
This section summarizes the recommended design parameters for Biofiltration with Partial Infiltration Facilities. Use of the recommended parameters will help provide the expected treatment and long-term performance of the BMP. Deviations from the recommended parameters may be warranted and approved by the local jurisdiction based on site specific considerations. The recommended cross section necessary for a Biofiltration with Partial Infiltration Facility includes:
Vegetated area
6” minimum, 12” maximum, surface ponding, measured from the top of the mulch layer (for designs with deeper depths, consult Fact Sheet 3.7) 2 to 3” mulch layer
24” recommended minimum depth of engineered soil media (36” preferred; 18” allowed in vertically-constrained conditions at the discretion of the local jurisdiction) 6” filter course layer
18” gravel storage layer (up to 30” if desired)
6” minimum diameter perforated underdrain (refer to Appendix B)
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Low Impact Development Best Management Practice Design Handbook rev. 4/2018
Figure 1: Standard Section for a Biofiltration with Partial Infiltration Facility An upturned underdrain outlet, with the discharging section set to an elevation equal to the top of the filter course layer is the preferred configuration to maximize incidental volume reduction. However, if site-specific conditions require, the elevation of the upturned elbow may be reduced or omitted at the discretion of the local jurisdiction.
Pore space in the soil and gravel layer can be credited as storage volume. However, several considerations must be noted:
Ponding depth above the soil surface (6 to 12 inches) is important to assure that design flows do not bypass the BMP when runoff exceeds the soil’s absorption rate. In cases where the Bioretention Facility contains engineered soil media deeper than 36 inches, the pore space within the engineered soil media can only be counted to the 36- inch depth.
A maximum of 30 percent pore space can be used for the soil media whereas a maximum of 40 percent pore space can be used for the gravel and filter course layers. Additional depth below the storage layer (via gravel) may be used to increase retention storage, under the following conditions:
o The total system infiltrates the stored water in less than 72 hours o The depth below the media does not exceed the amount of water that can be filtered through the media during a typical DCV storm duration (5 hours, unless otherwise documented).
Outlet Controlled Approach
Biofiltration with Partial Infiltration Facilities may include the use of engineered soil media with a higher design filtration rate (up to 50 inches per hour) when combined with a flow restricting outlet control on the facility’s perforated underdrain. This configuration can provide greater protection against clogging because the underdrain outlet controls the rate at which stormwater is filtered through the media, rather than the media itself. The underdrain outlet
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Low Impact Development Best Management Practice Design Handbook rev. 4/2018
controls are designed to provide a flowrate equivalent to the typical design media filtration rate of 2.5 to 5 inches per hour.
Design Adaptations
Biofiltration with Partial Infiltration facilities can be designed to meet both pollutant control and hydromodification control performance standards. Combined facilities typically include increased storage (surface and/or subsurface) and flow control devices (i.e. outlet orifices and/or weirs). Outlets elevations for extra surface ponding must be set above the VBMP ponding level such that there is no discharge of untreated water for the VBMP, and the facilities must satisfy both the pollutant control and hydromodification control performance standards. For systems with ponding depth greater than 12 inches, also refer to Fact Sheet 3.7.
Subsurface storage greater than the minimum 18-inch gravel storage layer may be provided.
Additional subsurface storage may allow designers to provide a smaller footprint BMP, reduce the subsurface depth of the BMP, or allow for additional volume retention. Refer to the Subsurface Storage section for additional information and criteria.
Engineered Soil Media Requirements and Aggregate Specifications Refer to Fact Sheet 3.8 for engineered soil media requirements and specifications and aggregate specifications serving as filter course and underdrain stone in Biofiltration BMPs.
Low-nutrient soil media design described in Fact Sheet 3.8 is critical to provide treatment and avoid leaching of nutrients.
Subsurface Storage Requirements
Subsurface storage may be provided in the form of additional gravel thickness. For pollutant control, the depth of extra storage should not exceed 12 inches effective depth of water to ensure that the pores can be filled before surface overflow would be expected (5-hour typical storm x 2.5 in/hr = 12 inches = 30 inches of gravel).
The filter course layer shall be specifically designed to prevent migration of the engineered soil media into the storage layer. The filter course specifications are provided in Fact Sheet 3.8.
Inclusion of a filter course layer is mandatory unless filter fabric is allowed per manufacturer’s recommendation and is acceptable to the local jurisdiction.
Vegetation Requirements
Vegetative cover is important to minimize erosion and ensure that treatment occurs in the Biofiltration with Partial Infiltration Facility. The area should be designed for at least 70 percent mature coverage throughout the facility. To prevent the BMP from being used as walkways, Bioretention Facilities shall be planted with densely planted shrubs and grasses. Grasses shall be shall be compatible with periodic inundation, preferably ones that do not need to be mowed. The application of fertilizers and pesticides should be minimal. To maintain oxygen levels for the vegetation and promote biodegradation, it is important that vegetation not be
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completely submerged for any extended period of time. Vegetation should be selected to withstand the anticipated drawdown time and ponding depths.
A 2 to 3-inch layer of standard shredded aged hardwood mulch should be placed as the top layer inside the Biofiltration with Partial Infiltration Facility. The 6 to 12-inch ponding depth shown in Figure 1 above should be measured from the top surface of the mulch layer. Rounded stone mulch may be considered provided that it does not compact the underlying soils. A sacrificial layer of fine sand could be considered between the bioretention soil and stone mulch.
Curb Cuts and Energy Dissipation
If the Biofiltration with Partial Infiltration Facility is sited to receive runoff from adjacent impervious areas, 1-foot-wide (minimum) curb cuts should be placed approximately every 10 feet around the perimeter of the Bioretention Facility. Figure 3 shows a curb cut in a Biofiltration with Partial Infiltration Facility. Curb cut flow lines must be at or above the VBMP water surface ponding level. Additionally, vertical curb cuts may be a tripping hazard. Where feasible, curb cuts should be tapered from the bottom to top of curb as shown below. When tapered cuts are used, the minimum bottom cut width remains 1 foot.
Figure 2: Example Curb Cut
To reduce erosion, a gravel or riprap pad shall be placed at each inlet point to the Biofiltration with Partial Infiltration Facility. The pad inside the Biofiltration with Partial Infiltration Facility should be flush with the finished surface at the curb cut and extend to the bottom of the slope.
The size of gravel or riprap should be selected to withstand the expected peak flows into the basin.
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In addition, place an apron of stone or
concrete, a foot square or larger, inside each
inlet to prevent vegetation from growing up
and blocking the inlet. See Figure 4.
When runoff is routed to the facility via a pipe,
gutter, ditch or other conveyance structure,
the conveyance should outlet to the forebay
portion of the BMP and include appropriate
energy dissipation devices to prevent erosion
and scoring of the forebay (i.e. limit outlet
velocities to 2 feet per second).
Terracing the Facility
It is recommended that Biofiltration with Partial
Infiltration Facilities be level. In the event the
facility site slopes and lacks proper design, water would fill the lowest point of the BMP and then discharge from the basin without being treated. To ensure that the water will be held within the Biofiltration with Partial Infiltration Facility on sloped sites, the BMP must be terraced with nonporous check dams to provide the required storage and treatment capacity.
The terraced version of this BMP shall be used on non-flat sites with no more than a 3 percent slope. The surcharge depth cannot exceed 0.5 feet, and side slopes shall not exceed 3:1. Table 1 below shows the spacing of the check dams, and slopes shall be rounded up (i.e., 2.5 percent slope shall use 10' spacing for check dams).
Table 1: Check Dam Spacing
6” Check Dam Spacing
Slope Spacing
1% 25'
2% 15'
3% 10'
Roof Runoff
Roof downspouts may be directed towards Biofiltration with Partial Infiltration Facilities.
However, the downspouts must discharge onto a concrete splash block or other appropriate energy dissipation device to protect the Biofiltration with Partial Infiltration Facility from erosion.
Retaining Walls
When Bioretention facilities are located adjacent to structures, walkways, roadways, parking lots, etc., it is recommended that Retaining Wall Type 1A, per Caltrans Standard B3-3 or equivalent, be constructed around the entire perimeter of the Biofiltration with Partial Infiltration Facility. This practice will protect the sides of the Biofiltration with Partial Infiltration Figure 3: Apron located in a Biofiltration
with Partial Retention Facility
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Facility from collapsing during construction and maintenance or from high service loads adjacent to the BMP. Where such service loads would not exist adjacent to the BMP, an engineered alternative may be used if signed by a licensed civil engineer.
Side Slope Requirements
Biofiltration with Partial Infiltration Facilities Requiring Side Slopes The design should assure that the Biofiltration with Partial Infiltration Facility does not present a tripping hazard. Biofiltration with Partial Infiltration Facilities proposed near pedestrian areas, such as areas parallel to parking spaces or along a walkway, should have a gentle slope to the bottom of the facility. Side slopes inside of a Biofiltration with Partial Infiltration Facility should generally be 4:1 unless steeper is approved by the local jurisdiction. A typical cross section for the Bioretention Facility is shown in Figure 1.
Biofiltration with Partial Infiltration Facilities Not Requiring Side Slopes Where cars park perpendicular to the Biofiltration with Partial Infiltration Facility, side slopes are not required. A 12-inch maximum drop may be used for vertical walls, and the Biofiltration with Partial Infiltration Facility should be planted with shrubs to prevent pedestrian access. In this case, a curb is not placed around the Biofiltration with Partial Infiltration Facility, but wheel stops shall be used to prevent vehicles from entering the Biofiltration with Partial Infiltration Facility, as shown in Figure 5.
Figure 4: Biofiltration with Partial Infiltration Facility Cross Section without Side Slopes Overflow
An overflow route is needed in the Biofiltration with Partial Infiltration Facility design to bypass stored runoff from storm events larger than VBMP or in the event of facility or subdrain clogging.
Overflow systems must connect to an acceptable discharge point, such as a downstream conveyance system as shown in Figure 1 and Figure 5. The inlet to the overflow structure shall be elevated inside the Biofiltration with Partial Infiltration Facility to be flush with the ponding
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surface for the design capture volume (VBMP) as shown in Figure 5. This will allow the design capture volume to be fully treated by the Biofiltration with Partial Infiltration Facility, and for larger events to safely be conveyed to downstream systems. The overflow inlet shall not be located in the entrance of a Biofiltration with Partial Infiltration Facility, as shown in Figure 6.
Figure 5: Incorrect Placement of an Overflow Inlet
Underdrain Gravel and Pipes
An underdrain gravel layer and perforated pipes shall be provided in accordance with Appendix B – Underdrains. The underdrain shall be elevated at least 3” from the bottom of the gravel storage layer and be designed with an upturned elbow with an elevation equal to the top height of the filter course. This configuration will maximize retention and provides the most flexibility for BMP retrofitting. Inclusion of an upturned elbow is recommended but site-specific adaptations of this design are permitted at the discretion of the local jurisdiction.
Inspection and Maintenance Schedule
Inspection and maintenance of Biofiltration with Partial Retention Facilities is required to provide long term performance of these systems. Table 2 below provides a summary of the typical maintenance activities that may be applicable. Project specific activities and schedules may vary and are required to be included as part of the applicant’s O&M Plan, At a minimum the Biofiltration with Partial Infiltration Facility area shall be inspected for erosion, dead vegetation, soggy soils, or standing water. The use of fertilizers and pesticides on the plants inside the Biofiltration with Partial Infiltration Facility should be minimized.
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Table 2: Maintenance Summary
Activity
Maintain vegetation as needed. Use of fertilizers, pesticides and herbicides should be strenuously avoided to ensure they do not contribute to water pollution. If appropriate native plant selections and other IPM methods are used, such products should not be needed. If such projects are used, o Products shall be applied in accordance with their labeling, especially in relation to application to water, and in areas subjected to flooding. o Fertilizers should not be applied within 15 days before, after, or during the rainy season.
Remove debris and litter from the entire basin to minimize clogging and improve aesthetics.
Check for obvious problems and repair as needed. Address odor, insects, and overgrowth issues associated with stagnant or standing water in the basin bottom. There should be no long-term ponding water.
Check for erosion and sediment laden areas in the basin. Repair as needed.
Clean forebay if needed.
Revegetate side slopes where needed.
Inspect areas for ponding
Inspect for erosion and clogging, repair as needed.
Inspection of hydraulic and structural facilities. Examine the inlet for blockage, the embankment and spillway integrity, as well as damage to any structural element.
Check for erosion, slumping and overgrowth. Repair as needed. Check basin depth for sediment build up and reduced total capacity. Scrape bottom as needed and remove sediment. Restore to original cross-section and infiltration rate. Replant basin vegetation.
Verify the basin bottom is allowing acceptable infiltration. Scarify the surface using a rake, etc., to restore infiltration, working to avoid damage to plants if possible.
No water should be present 72 hours after an event. No long term standing water should be present at all. No algae formation should be visible.
Correct problem as needed.
What is stormwater runoff?
Why is stormwater runoff a problem?
The effects of pollution
Stormwater runoff occurs when precipitation
from rain or snowmelt flows over the ground.
Impervious surfaces like driveways, sidewalks,
and streets prevent stormwater from
naturally soaking into the ground.
Stormwater can pick up debris, chemicals, dirt, and other pollutants and flow into a storm sewer system or directly to a lake, stream, river, wetland, or coastal water. Anything that enters a storm sewer system is discharged untreated into the waterbodies we use for swimming, fishing, and providing drinking water.
Polluted stormwater runoff can have
many adverse effects on plants, fish,
animals, and people.
Sediment can cloud the water
and make it difficult or
impossible for aquatic plants to
grow. Sediment also can
.
destroy aquatic habitats
Excess nutrients can cause
algae blooms. When algae die,
they sink to the bottom and decompose
in a process that removes oxygen from
the water. Fish and other aquatic
organisms can’t exist in water with low
dissolved oxygen levels.
Bacteria and other pathogens can wash
into swimming areas and create health
hazards, often making beach closures
necessary.
Debris—plastic bags, six-pack rings, bottles, and
cigarette butts—washed into waterbodies can choke, suffocate, or disable aquatic life like ducks, fish, turtles, and birds.
Household hazardous wastes like insecticides, pesticides, paint, solvents, used motor oil, and other auto fluids can poison aquatic life.
Land animals and people can become sick or die from eating diseased fish and shellfish or ingesting polluted water.
Polluted stormwater often
affects drinking water
sources. This, in turn, can
affect human health and
increase drinking water
treatment costs.
After the Storm
EPA 833-B-03-002
January 2003
For more information contact:
or visit
www.epa.gov/npdes/stormwater
www.epa.gov/nps
A Citizen’s Guide to
Understanding Stormwater
WHEN IT RAINS
IT DRAINS
WHEN IT RAINS
IT DRAINS Internet Address (URL) HTTP://www.epa.gov
Recycled/Recyclable Printed With Vegetable
Oil Based Inks on 100% Postconsumer,
Process Chlorine Free Recycled Paper
●
●
Auto care
Washing your car and
degreasing auto parts at home
can send detergents and other
contaminants through the
storm sewer system. Dumping
automotive fluids into storm
drains has the same result as
dumping the materials directly
into a waterbody.
Pet waste
Pet waste can be
a major source of
bacteria and
excess nutrients
in local waters.
When walking
your pet,
remember to pick up the
waste and dispose of it
properly. Flushing pet
waste is the best disposal
method. Leaving pet waste
on the ground increases
public health risks by
allowing harmful bacteria
and nutrients to wash into
the storm drain and
eventually into local
waterbodies.
Septic
systems
Leaking and
poorly
maintained
septic
systems release nutrients and
pathogens (bacteria and
viruses) that can be picked up
by stormwater and discharged
into nearby waterbodies.
Pathogens can cause public
health problems and
environmental concerns.
Lawn care
Excess fertilizers
and pesticides
applied to lawns
and gardens wash
off and pollute
streams. In
addition, yard
clippings and
leaves can wash
into storm drains and contribute
nutrients and organic matter to streams.
Education is essential to changing people's behavior.
Signs and markers near storm drains warn residents
that pollutants entering the drains will be carried
untreated into a local waterbody. Recycle or properly dispose of household products that contain chemicals, such as insecticides, pesticides, paint, solvents, and used motor oil and other auto fluids.
Don’t pour them onto the ground or into storm drains.
Use a commercial car wash that treats or
recycles its wastewater, or wash your car on
your yard so the water infiltrates into the
ground.
Repair leaks and dispose of used auto fluids
and batteries at designated drop-off or
recycling locations.
Don’t overwater your lawn. Consider
using a soaker hose instead of a
sprinkler.
Use pesticides and fertilizers
sparingly. When use is necessary, use
these chemicals in the recommended
amounts. Use organic mulch or safer
pest control methods whenever
possible.
Compost or mulch yard waste. Don’t
leave it in the street or sweep it into
storm drains or streams.
Cover piles of dirt or mulch being
used in landscaping projects.
Inspect your system every
3 years and pump your
tank as necessary (every 3
to 5 years).
Don't dispose of
household hazardous
waste in sinks or toilets.
Dirt, oil, and debris that collect in
parking lots and paved areas can be
washed into the storm sewer system
and eventually enter local
waterbodies.
Sweep up litter and debris from
sidewalks, driveways and parking lots,
especially around storm drains.
Cover grease storage and dumpsters
and keep them clean to avoid leaks.
Report any chemical spill to the local
hazardous waste cleanup team.
They’ll know the best way to keep
spills from harming the environment.
Erosion controls that aren’t maintained can cause
excessive amounts of sediment and debris to be
carried into the stormwater system. Construction
vehicles can leak fuel, oil, and other harmful fluids
that can be picked up by stormwater and
deposited into local waterbodies.
Divert stormwater away from disturbed or
exposed areas of the construction site.
Install silt fences, vehicle mud removal areas,
vegetative cover, and other sediment and
erosion controls and properly maintain them,
especially after rainstorms.
Prevent soil erosion by minimizing disturbed
areas during construction projects, and seed
and mulch bare areas as soon as possible.
Uncovered fueling stations allow spills to be
washed into storm drains. Cars waiting to be
repaired can leak fuel, oil, and other harmful
fluids that can be picked up by stormwater.
Clean up spills immediately and properly
dispose of cleanup materials.
Provide cover over fueling stations and
design or retrofit facilities for spill
containment.
Properly maintain fleet vehicles to prevent
oil, gas, and other discharges from being
washed into local waterbodies.
Install and maintain oil/water separators.
Lack of vegetation on streambanks can lead to erosion. Overgrazed pastures can also contribute excessive amounts of sediment to local waterbodies. Excess fertilizers and pesticides can poison aquatic animals and lead to destructive algae blooms. Livestock in streams can contaminate waterways with bacteria, making them unsafe for human contact.
Keep livestock away from streambanks and provide
them a water source away from waterbodies.
Store and apply manure away from waterbodies and in
accordance with a nutrient management plan.
Vegetate riparian areas along waterways.
Rotate animal grazing to prevent soil erosion in fields.
Apply fertilizers and pesticides according to label
instructions to save money and minimize pollution.
Permeable Pavement
Rain Barrels
Rain Gardens and
Grassy Swales
Vegetated Filter Strips
—Traditional concrete and
asphalt don’t allow water to soak into the ground.
Instead these surfaces rely on storm drains to
divert unwanted water. Permeable pavement
systems allow rain and snowmelt to soak through,
decreasing stormwater runoff.
—You can
collect rainwater from
rooftops in mosquitoproof containers. The
water can be used later on
lawn or garden areas.
—Specially
designed areas planted
with native plants can provide natural places for
rainwater to collect
and soak into the
ground. Rain from
rooftop areas or paved
areas can be diverted
into these areas rather
than into storm drains.
—Filter strips are areas of
native grass or plants created along roadways or
streams. They trap the pollutants stormwater
picks up as it flows across driveways and streets.
Residential landscaping
Improperly managed logging operations can result in erosion and sedimentation.
Conduct preharvest planning to prevent erosion and lower costs.
Use logging methods and equipment that minimize soil disturbance.
Plan and design skid trails, yard areas, and truck access roads to minimize stream crossings and avoid disturbing the forest floor.
Construct stream crossings so that they minimize erosion and physical changes to streams.
Expedite revegetation of cleared areas.
Commercial
Stormwater Pollution Solutions
Construction
Agriculture Automotive
Facilities
Forestry
Riverside County has two drainage systems - sanitary sewers and storm drains.
The storm drain system is designed to help prevent flooding by carrying excessrainwater away from streets. Since the storm drain system does not provide forwater treatment, it also serves the function of transporting
pollutants directly to our waterways.In recent years, awareness of the needto protect water quality has increased.As a result, federal, state, and localprograms have been established toreduce polluted stormwater discharges toour waterways. The emphasis of theseprograms is to prevent stormwaterpollution since it’s much easier, and lesscostly, than cleaning up “after the fact.”unintended Unlike sanitary sewers, stormdrains are not connected to atreatment plant - they flow directlyto our local streams, rivers andlakes.
DID
YOU
KNOW ...
National Pollutant Discharge Elimination System (NPDES) StormWater Pollution . . . What you should know
Many industrial facilities
and manufacturing operations
must obtain coverage under the
Industrial Activities Storm Water
General Permit
FIND OUT
IF YOUR FACILITY
MUST OBTAIN A PERMIT
StormWater Pollution . . . What you should know
National Pollutant Discharge Elimination System (NPDES)In 1987, the Federal Clean Water Act was amended to establish a framework forregulating industrial stormwater discharges under the NPDES permit program. InCalifornia, NPDES permits are issued by the State Water Resources Control Board(SWRCB) and the nine (9) Regional Water Quality Control Boards (RWQCB). Ingeneral, certain industrial facilities and manufacturing operations must obtaincoverage under the Industrial Activities Storm Water General Permit if the type offacilities or operations falls into one of the several categories described in thisbrochure.
For more information on the General IndustrialStorm Water Permit contact:State Water Resources Control Board (SWRCB)(916) 657-1146 or www.swrcb.ca.gov/ or, at yourRegional Water Quality Control Board (RWQCB).Santa Ana Region (8)California Tower3737 Main Street, Ste. 500Riverside, CA 92501-3339(909) 782-4130San Diego Region (9)9771 Clairemont Mesa Blvd., Ste. ASan Diego, CA 92124(619) 467-2952Colorado River Basin Region (7)73-720 Fred Waring Dr., Ste. 100Palm Desert, CA 92260(760) 346-7491 StormWater
CleanWater
PROTECTION PROGRAM
SPILL
RESPONSE
AGENCY:
HAZARDOUS
WASTE
DISPOSAL:
RECYCLING INFORMATION:
TO REPORT ILLEGAL
DUMPING OR A
CLOGGED
STORM
DRAIN:
HAZ-MAT: (909) 358-5055
(909) 358-5055
1-800-366-SAVE
1-800-506-2555
To order additional brochures or to obtain information
on other pollution prevention activities, call:
(909) 955-1111.
Riverside County gratefully acknowledges the StateWater Quality Control Board and the American PublicWorks Association, Storm Water Quality Task Force forthe information provided in this brochure.
DID
YOU
KNOW ...
YOUR
FACILITY
MAY
NEED ASTORM
WATER
PERMIT
?
For Information:
A BMP is . . .
How Do I Know If I Need A Permit? What are the requirements of the Industrial Activities Storm Water General Permit? Following are of theindustry categories types that are regulated by theIndustrial Activities Storm Water General Permit.Contact your local Region Water Quality ControlBoard to determine if your facility/operationrequires coverage under the Permit.
Facilities such as cement manufacturing;
feedlots; fertilizer manufacturing; petroleumrefining; phosphate manufacturing; steam electricpower generation; coal mining; mineral miningand processing; ore mining and dressing; andasphalt emulsion; general descriptions
Facilities classified as lumber and wood
products (except wood kitchen cabinets); pulp,paper, and paperboard mills; chemical producers(except some pharmaceutical and biologicalproducts); petroleum and coal products; leatherproduction and products; stone, clay and glassproducts; primary metal industries; fabricatedstructural metal; ship and boat building andrepairing; Active or inactive mining operations and
oil and gas exploration, production, processing, ortreatment operations; Hazardous waste treatment, storage, or
disposal facilities;
Landfills, land application sites and open
dumps that receive or have received any industrialwaste; unless there is a new overlying land usesuch as a golf course, park, etc., and there is nodischarge associated with the landfill; Facilities involved in the recycling of
materials, including metal scrap yards, batteryreclaimers, salvage yards, and automobilejunkyards; Steam electric power generating facilities,
facilities that generate steam for electric power bycombustion; Transportation facilities that have vehicle
maintenance shops, fueling facilities, equipmentcleaning operations, or airport deicing operations.This includes school bus maintenance facilitiesoperated by a school district; Sewage treatment facilities;Facilities that have areas where material handling equipment or activities, raw materials,intermediate products, final products, wastematerials, by-products, or industrial machineryare exposed to storm water.
How do I obtain coverage under theIndustrial Activities Storm Water General Permit?Obtain a permit application package from your local Regional Water Quality Control Board listed on the backof this brochure or the State Water Resources Control Board (SWRCB). Submit a completed Notice of Intent(NOI) form, site map and the appropriate fee ($250 or $500) to the SWRCB. Facilities must submit an NOIthirty (30) days prior to beginning operation. Once you submit the NOI, the State Board will send you a letteracknowledging receipt of your NOI and will assign your facility a waste discharge identification number (WDIDNo.). You will also receive an annual fee billing. These billings should roughly coincide with the date the StateBoard processed your original NOI submittal.
WARNING: There are significant penalties for non-compliance: a minimum fine of $5,000 for failing to obtain permitcoverage, and, up to $10,000 per day, per violation plus $10 per gallon of discharge in excess of 1,000 gallons. any
discharge to a storm drain system that is notcomposed entirely of storm water. The followingnon-storm water discharges are authorized by theGeneral Permit: fire hydrant flushing; potablewater sources, including potable water related tothe operation, maintenance, or testing of potablewater systems; drinking fountain water;atmospheric condensates including refrigeration,air conditioning, and compressor condensate;irrigation drainage; landscape watering; springs;non-contaminated ground water; foundation orfooting drainage; and sea water infiltration wherethe sea waters are discharged back into the seawater source.
A Non-Storm Water Discharge is...The basic requirements of the Permit are:
The facility must eliminate any non-stormwater discharges or obtain a separate permit for such discharges.
The facility must develop and implement a Storm Water Pollution Prevention Plan (SWPPP). The SWPPP must identify sources of pollutants that may be exposed to stormwater. Once the sources ofpollutants have been identified, the facility operator must develop and implement Best ManagementPractices (BMPs) to minimize or prevent polluted runoff.
The facility must develop and implement a Monitoring Program that includes conducting visual observations and collecting samples of the facility’s storm water discharges associated with industrialactivity. The General Permit requires that the analysis be conducted by a laboratory that is certified by theState of California.
The facility must submit to the Regional Board, every July 1, an annual report that includes the results of its monitoring program.
1.2.3.4. Guidance in preparing a SWPPP is available from a document prepared by the California Storm Water Quality Task Force called the California Storm Water Best Management Practice Handbook. a technique, process, activity,
or structure used to reduce the pollutant content ofa storm water discharge. BMPs may includesimple, non-structural methods such as goodhousekeeping, staff training and preventivemaintenance. Additionally, BMPs may includestructural modifications such as the installation ofberms, canopies or treatment control (e.g. settingbasins, oil/water separators, etc.)