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Appendix C - WQMP
APPENDIX C – WATER QUALITY MANAGEMENT PLAN Water Quality Management Plan (WQMP) Water Quality Management Plan For: Sierra Southridge CITY OF FONTANA WQMP #20-000xxx Prepared for: The Related Companies 18201 Von Karman Ave, Ste 900 Irvine, CA 92612 949-660-7272 Prepared by: KES Technologies Inc. 1 Venture Ste 130 Irvine, CA 92618 (949) 339-5331 Submittal Date: November 2020 Revision Date: _______, 2020 Preliminary Approval Date: ______________ Construction Approval Date: _______________ Final Approval Date:________________ Water Quality Management Plan (WQMP) Project Owner’s Certification This Water Quality Management Plan (WQMP) has been prepared for Related Companies by KES Technologies. The WQMP is intended to comply with the requirements of the City of Fontana and the NPDES Areawide Stormwater Program requiring the preparation of a WQMP. The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with San Bernardino County’s Municipal Storm Water Management Program and the intent of the NPDES Permit for San Bernardino County and the incorporated cities of San Bernardino County within the Santa Ana Region. Once the undersigned transfers its interest in the property, its successors in interest and the city/county shall be notified of the transfer. The new owner will be informed of its responsibility under this WQMP. A copy of the approved WQMP shall be available on the subject site in perpetuity. “I certify under a penalty of law that the provisions (implementation, operation, maintenance, and funding) of the WQMP have been accepted and that the plan will be transferred to future successors.” . Project Data Permit/Application Number(s): WQMP #20-000xxx Grading Permit Number(s): TBD Tract/Parcel Map Number(s): N/A Building Permit Number(s): TBD CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): 255-101-22,23 Owner’s Signature Owner Name: Stan Smith Title Vice President Company Related Companies Address 18201 Von Karman Email ssmith@related.com Telephone # 949-660-7272 Signature Date Water Quality Management Plan (WQMP) Contents Preparer’s Certification Project Data Permit/Application Number(s): WQMP #20-0000XX Grading Permit Number(s): TBD Tract/Parcel Map Number(s): N/A Building Permit Number(s): TBD CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): 255-101-23 “The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control measures in this plan were prepared under my oversight and meet the requirements of Regional Water Quality Control Board Order No. R8-2010-0036.” Engineer: Ali Monshizadeh PE Stamp Below Title Project Engineer Company KES Technologies Address 1 Venture Ste 130 Email Ali@Mfkessler.com Telephone # (949) 339-5330 Signature Date Water Quality Management Plan (WQMP) Contents ii Table of Contents Section 1 Discretionary Permits ............................................................................... 1-1 Section 2 Project Description .................................................................................... 2-1 2.1 Project Information ........................................................................................ 2-1 2.2 Property Ownership / Management .............................................................. 2-2 2.3 Potential Stormwater Pollutants ................................................................... 2-3 2.4 Water Quality Credits ........……………………………………………………………………………. 2-4 Section 3 Site and Watershed Description ................................................................ 3-1 Section 4 Best Management Practices ...................................................................... 4-1 4.1 Source Control BMP ....................................................................................... 4-1 4.1.1 Pollution Prevention ................................................................................... 4-1 4.1.2 Preventative LID Site Design Practices ....................................................... 4-6 4.2 Project Performance Criteria ......................................................................... 4-7 4.3 Project Conformance Analysis ....................................................................... 4-12 4.3.1 Site Design Hydrologic Source Control BMP .............................................. 4-14 4.3.2 Infiltration BMP .......................................................................................... 4-16 4.3.3 Harvest and Use BMP .................................................................................. 4-18 4.3.4 Biotreatment BMP ....................................................................................... 4.19 4.3.5 Conformance Summary ............................................................................... 4-23 4.3.6 Hydromodification Control BMP ............................................................... 4-24 4.4 Alternative Compliance Plan (if applicable) ................................................. 4-25 Section 5 Inspection & Maintenance Responsibility Post Construction BMPs ........... 5-1 Section 6 Site Plan and Drainage Plan ...................................................................... 6-1 6.1. Site Plan and Drainage Plan .......................................................................... 6-1 6.2 Electronic Data Submittal ............................................................................. 6-1 Forms Form 1-1 Project Information ............................................................................................... 1-1 Form 2.1-1 Description of Proposed Project ......................................................................... 2-1 Form 2.2-1 Property Ownership/Management ..................................................................... 2-2 Form 2.3-1 Pollutants of Concern ......................................................................................... 2-3 Form 2.4-1 Water Quality Credits ......................................................................................... 2-4 Form 3-1 Site Location and Hydrologic Features ................................................................. 3-1 Form 3-2 Hydrologic Characteristics .................................................................................... 3-2 Form 3-3 Watershed Description .......................................................................................... 3-3 Form 4.1-1 Non-Structural Source Control BMP ................................................................... 4-2 Form 4.1-2 Structural Source Control BMP .......................................................................... 4-4 Form 4.1-3 Site Design Practices Checklist ........................................................................... 4-6 Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume ............................. 4-7 Form 4.2-2 Summary of HCOC Assessment .......................................................................... 4-8 Form 4.2-3 HCOC Assessment for Runoff Volume ............................................................... 4-9 Water Quality Management Plan (WQMP) Contents iii Form 4.2-4 HCOC Assessment for Time of Concentration .................................................. 4-10 Form 4.2-5 HCOC Assessment for Peak Runoff .................................................................... 4-11 Form 4.3-1 Infiltration BMP Feasibility ................................................................................ 4-13 Form 4.3-2 Site Design Hydrologic Source Control BMP ..................................................... 4-14 Form 4.3-3 Infiltration LID BMP ........................................................................................... 4-17 Form 4.3-4 Harvest and Use BMP ......................................................................................... 4-18 Form 4.3-5 Selection and Evaluation of Biotreatment BMP ................................................ 4-19 Form 4.3-6 Volume Based Biotreatment – Bioretention and Planter Boxes w/Underdrains 4-20 Form 4.3-7 Volume Based Biotreatment- Constructed Wetlands and Extended Detention 4-21 Form 4.3-8 Flow Based Biotreatment ................................................................................... 4-22 Form 4.3-9 Conformance Summary and Alternative Compliance Volume Estimate .......... 4-23 Form 4.3-10 Hydromodification Control BMP ..................................................................... 4-24 Form 5-1 BMP Inspection and Maintenance ........................................................................ 5-1 Water Quality Management Plan (WQMP) 1-1 Section 1 Discretionary Permit(s) Form 1-1 Project Information Project Name Sierra South Ridge Project Owner Contact Name: Stan Smith Mailing Address: 18201 Von Karman , Irvine CA E-mail Address: ssmith@related.com Telephone: 949-660-7272 Permit/Application Number(s): WQMP #20-0000XX Tract/Parcel Map Number(s): n/a Additional Information/ Comments: The current site does not treat any storm drain runoff for water quality. Description of Project: The project is 4.72 AC (gross) proposed residential project to be developed in two phases. The project includes various residential buildings that are three and four stories tall, landscape features and associated open space and drive aisles. The proposed project is to the west of Sierra Avenue and north of Jurupa Avenue in the City of Fontana, County of San Bernardino. The site will be filled in from its current basin configuration and will be primarily flat and is bordered by commercial use to the west, south and north. The site currently is a basin and will filled in. The entire project is proposed to be cleared and grubbed of a existing vegetation. The subject site is proposed to be self-contained and will not include any off site flows from adjacent properties. All proposed waters will flow into on site basins and down drains/area drains. All proposed storm water will flow into proposed infiltration basin located within the perimter improvements per a City CIP. The BMP volume is proposed to then be infiltrated into the soils. Storm water flows will pass through the infiltration facilities and will then flow through the storm drain to the west or east pending storm flow. The proposed project will construct public street improvements including driveway connections along Sierra Avenues and will include street widening and associated parkway improvements. Street improvements within the public right of way are exempt per the Transportation Projects TGR. This associated area will be included within the on site calculations. The project site is currently being entitled by Related Companies (RC). RC will be responsible for setting up a Maintenance and Ownership covenant or Management Company (MC) for long term operation and maintenance of the site and proposed structural and treatment BMPs.. Water Quality Management Plan (WQMP) 1-2 Provide summary of Conceptual WQMP conditions (if previously submitted and approved). Attach complete copy. Project conditions related to water quality have not been provided at this time. This section will be completed as part of final engineering. Water Quality Management Plan (WQMP) 2-1 Section 2 Project Description 2.1 Project Information This section of the WQMP should provide the information listed below. The information provided for Conceptual/ Preliminary WQMP should give sufficient detail to identify the major proposed site design and LID BMPs and other anticipated water quality features that impact site planning. Final Project WQMP must specifically identify all BMP incorporated into the final site design and provide other detailed information as described herein. The purpose of this information is to help determine the applicable development category, pollutants of concern, watershed description, and long term maintenance responsibilities for the project, and any applicable water quality credits. This information will be used in conjunction with the information in Section 3, Site Description, to establish the performance criteria and to select the LID BMP or other BMP for the project or other alternative programs that the project will participate in, which are described in Section 4. Form 2.1-1 Description of Proposed Project 1 Development Category (Select all that apply): Significant re- development involving the addition or replacement of 5,000 ft2 or more of impervious surface on an already developed site New development involving the creation of 10,000 ft2 or more of impervious surface collectively over entire site Automotive repair shops with standard industrial classification (SIC) codes 5013, 5014, 5541, 7532- 7534, 7536-7539 Restaurants (with SIC code 5812) where the land area of development is 5,000 ft2 or more Hillside developments of 5,000 ft2 or more which are located on areas with known erosive soil conditions or where the natural slope is 25 percent or more Developments of 2,500 ft2 of impervious surface or more adjacent to (within 200 ft) or discharging directly into environmentally sensitive areas or waterbodies listed on the CWA Section 303(d) list of impaired waters. Parking lots of 5,000 ft2 or more exposed to storm water Retail gasoline outlets that are either 5,000 ft2 or more, or have a projected average daily traffic of 100 or more vehicles per day Non-Priority / Non-Category Project May require source control LID BMPs and other LIP requirements. Please consult with local jurisdiction on specific requirements. 2 Project Area (ft2): 303,056 3 Number of Dwelling Units: 4 SIC Code: 1520 5 Is Project going to be phased? Yes No If yes, ensure that the WQMP evaluates each phase as a distinct DA, requiring LID BMPs to address runoff at time of completion. 6 Does Project include roads? Yes No If yes, ensure that applicable requirements for transportation projects are addressed (see Appendix A of TGD for WQMP) Water Quality Management Plan (WQMP) 2-2 2.2 Property Ownership/Management Describe the ownership/management of all portions of the project and site. State whether any infrastructure will transfer to public agencies (City, County, Caltrans, etc.) after project completion. State if a homeowners or property owners association will be formed and be responsible for the long-term maintenance of project stormwater facilities. Describe any lot-level stormwater features that will be the responsibility of individual property owners. Form 2.2-1 Property Ownership/Management Describe property ownership/management responsible for long-term maintenance of WQMP stormwater facilities: The post-development BMPs as described in this report related to storm water quality runoff treatment will be maintained the Owner or appointed Property Management Company (PMC). Related Companies Contact: Stan Smith 18201 Von Karman Ste 900 Irvine, CA 92612 (949) 660-7272 T ssmith@related.com The owner will be responsible for setting up the PMC and if disbanded will be the responsible for maintenance. The on-site water, sanitary sewer, storm drain and parking improvements will be considered private and will be the responsibility of the property management Company (PMC). The property maintenace company will be contracted and will be signing a separate maintenance agreement. All landscaping and/ or common area maintenance will be the responsibility of the PMC or by an appointed professional landscaping consultant. Water Quality Management Plan (WQMP) 2-3 2.3 Potential Stormwater Pollutants Determine and describe expected stormwater pollutants of concern based on land uses and site activities (refer to Table 3-3 in the TGD for WQMP). Form 2.3-1 Pollutants of Concern Pollutant Please check: E=Expected, N=Not Expected Additional Information and Comments Pathogens (Bacterial / Virus) E N Per Santa Ana River 303d Phosphorous E N Nitrogen E N Sediment E N Metals E N Per Santa Ana River 303d Oil and Grease E N Trash/Debris E N Pesticides / Herbicides E N Organic Compounds E N Other: Nutrients/Noxious Aquatic Plants E N Per Santa Ana River 303d Other: E N Other: E N Other: E N Other: E N Other: E N Water Quality Management Plan (WQMP) 2-4 2.4 Water Quality Credits A water quality credit program is applicable for certain types of development projects if it is not feasible to meet the requirements for on-site LID. Proponents for eligible projects, as described below, can apply for water quality credits that would reduce project obligations for selecting and sizing other treatment BMP or participating in other alternative compliance programs. Refer to Section 6.2 in the TGD for WQMP to determine if water quality credits are applicable for the project. Form 2.4-1 Water Quality Credits 1 Project Types that Qualify for Water Quality Credits: Select all that apply Redevelopment projects that reduce the overall impervious footprint of the project site. [Credit = % impervious reduced] Higher density development projects Vertical density [20%] 7 units/ acre [5%] Mixed use development, (combination of residential, commercial, industrial, office, institutional, or other land uses which incorporate design principles that demonstrate environmental benefits not realized through single use projects) [20%] Brownfield redevelopment (redevelop real property complicated by presence or potential of hazardous contaminants) [25%] Redevelopment projects in established historic district, historic preservation area, or similar significant core city center areas [10%] Transit-oriented developments (mixed use residential or commercial area designed to maximize access to public transportation) [20%] In-fill projects (conversion of empty lots & other underused spaces < 5 acres, substantially surrounded by urban land uses, into more beneficially used spaces, such as residential or commercial areas) [10%] Live-Work developments (variety of developments designed to support residential and vocational needs) [20%] 2 Total Credit % (Total all credit percentages up to a maximum allowable credit of 50 percent) Description of Water Quality Credit Eligibility (if applicable) This proposed development will not be utilizing Water Quality Credits Water Quality Management Plan (WQMP) 3-1 Section 3 Site and Watershed Description Describe the project site conditions that will facilitate the selection of BMP through an analysis of the physical conditions and limitations of the site and its receiving waters. Identify distinct drainage areas (DA) that collect flow from a portion of the site and describe how runoff from each DA (and sub-watershed DMAs) is conveyed to the site outlet(s). Refer to Section 3.2 in the TGD for WQMP. The form below is provided as an example. Then complete Forms 3.2 and 3.3 for each DA on the project site. If the project has more than one drainage area for stormwater management, then complete additional versions of these forms for each DA / outlet. Form 3-1 Site Location and Hydrologic Features Site coordinates take GPS measurement at approximate center of site Latitude 34-03-02.53 N Longitude 117-26-08.86 W Thomas Bros Map page 620 1 San Bernardino County climatic region: Valley Mountain 2 Does the site have more than one drainage area (DA): Yes No If no, proceed to Form 3-2. If yes, then use this form to show a conceptual schematic describing DMAs and hydrologic feature connecting DMAs to the site outlet(s). An example is provided below that can be modified for proposed project or a drawing clearly showing DMA and flow routing may be attached Example only – modify for project specific WQMP using additional form Conveyance Briefly describe on-site drainage features to convey runoff that is not retained within a DMA DA1 DMA C flows to DA1 DMA A Ex. Bioretention overflow to vegetated bioswale with 4’ bottom width, 5:1 side slopes and bed slope of 0.01. Conveys runoff for 1000’ through DMA 1 to existing catch basin on SE corner of property DA1 DMA A to Outlet 1 DA 1 - DMA-1 collects surface flows and drains into the proposed site infiltration basin. All over flow enter the public right of way through Underwalk Drain. DA1 DMA B to Outlet 1 DA2 to Outlet 2 Outlet 1 DA1 Water Quality Management Plan (WQMP) 3-2 Form 3-2 Existing Hydrologic Characteristics for Drainage Area 1 For Drainage Area 1’s sub-watershed DMA, provide the following characteristics DMA A DMA B DMA C DMA D 1 DMA drainage area (ft2) 205,247 2 Existing site impervious area (ft2) 0.0 3 Antecedent moisture condition For desert areas, use http://www.sbcounty.gov/dpw/floodcontrol/pdf/2 0100412_map.pdf 2 4 Hydrologic soil group Refer to Watershed Mapping Tool – http://sbcounty.permitrack.com/WAP A 5 Longest flowpath length (ft) 520 6 Longest flowpath slope (ft/ft) .007 7 Current land cover type(s) Select from Fig C-3 of Hydrology Manual Open 8 Pre-developed pervious area condition: Based on the extent of wet season vegetated cover good >75%; Fair 50-75%; Poor <50% Attach photos of site to support rating Fair Water Quality Management Plan (WQMP) 3-3 Form 3-2 Existing Hydrologic Characteristics for Drainage Area 1 (use only as needed for additional DMA w/in DA 1) For Drainage Area 1’s sub-watershed DMA, provide the following characteristics DMA E DMA F DMA G DMA H 1 DMA drainage area (ft2) 2 Existing site impervious area (ft2) 3 Antecedent moisture condition For desert areas, use http://www.sbcounty.gov/dpw/floodcontrol/pdf/2 0100412_map.pdf 4 Hydrologic soil group Refer to Watershed Mapping Tool – http://sbcounty.permitrack.com/WAP 5 Longest flowpath length (ft) 6 Longest flowpath slope (ft/ft) 7 Current land cover type(s) Select from Fig C-3 of Hydrology Manual 8 Pre-developed pervious area condition: Based on the extent of wet season vegetated cover good >75%; Fair 50-75%; Poor <50% Attach photos of site to support rating Water Quality Management Plan (WQMP) 3-4 Form 3-3 Watershed Description for Drainage Area Receiving waters Refer to Watershed Mapping Tool - http://sbcounty.permitrack.com/WAP See ‘Drainage Facilities” link at this website Banana Avenue Storm Drain, San Sevaine Channel, Santa Ana River Reach 3, Prado Flood Control Basin, Santa Ana River Reach 2, Santa Ana River Reach 1, Newport Beach Applicable TMDLs Refer to Local Implementation Plan Bacterial Indicator for Santa Ana River Reach 3 303(d) listed impairments Refer to Local Implementation Plan and Watershed Mapping Tool – http://sbcounty.permitrack.com/WAP and State Water Resources Control Board website – http://www.waterboards.ca.gov/santaana/water_iss ues/programs/tmdl/index.shtml Reach 2 of the Santa Ana River is impaired for Bacteria, Reach 3 is Impaired for Copper, Pathogens and Lead, and Reach 4 is impaired for Pathogens. Prado Park Lake is impaired for nutrients and pathogens Environmentally Sensitive Areas (ESA) Refer to Watershed Mapping Tool – http://sbcounty.permitrack.com/WAP NO Unlined Downstream Water Bodies Refer to Watershed Mapping Tool – http://sbcounty.permitrack.com/WAP Santa Ana River Reach 1-3 Hydrologic Conditions of Concern Yes Complete Hydrologic Conditions of Concern (HCOC) Assessment. Include Forms 4.2-2 through Form 4.2-5 and Hydromodification BMP Form 4.3-10 in submittal No Watershed–based BMP included in a RWQCB approved WAP Yes Attach verification of regional BMP evaluation criteria in WAP • More Effective than On-site LID • Remaining Capacity for Project DCV • Upstream of any Water of the US • Operational at Project Completion • Long-Term Maintenance Plan No Water Quality Management Plan (WQMP) 4-1 Section 4 Best Management Practices (BMP) 4.1 Source Control BMP 4.1.1 Pollution Prevention Non-structural and structural source control BMP are required to be incorporated into all new development and significant redevelopment projects. Form 4.1-1 and 4.1-2 are used to describe specific source control BMPs used in the WQMP or to explain why a certain BMP is not applicable. Table 7-3 of the TGD for WQMP provides a list of applicable source control BMP for projects with specific types of potential pollutant sources or activities. The source control BMP in this table must be implemented for projects with these specific types of potential pollutant sources or activities. The preparers of this WQMP have reviewed the source control BMP requirements for new development and significant redevelopment projects. The preparers have also reviewed the specific BMP required for project as specified in Forms 4.1-1 and 4.1-2. All applicable non-structural and structural source control BMP shall be implemented in the project. Water Quality Management Plan (WQMP) 4-2 Form 4.1-1 Non-Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, if not applicable, state reason Included Not Applicable N1 Education of Property Owners, Tenants and Occupants on Stormwater BMPs Practical informational materials will be provided to property owner, tenants and occupants on general good housekeeping practices that contribute to protection of storm water quality. Among other things, these materials will describe the use of chemicals that should be limited to the property, with no discharge of specified wastes via hosing or other direct discharge to gutters, catch basins and storm drains. Initially, PMC will provide these materials. Thereafter, such materials will be available through the PMC education program. This program must be maintained, enforced, and updated periodically by the PMC. Educational materials including, but not limited to, the materials included in the Attachment A of this plan will be made available to the employees and contractors of the PMC. N2 Activity Restrictions Activities on this site will be limited to activities related to warehouse use. The project’s Conditions, Covenants, and Restrictions (CC&Rs) will outline the activities that are restricted on the property. Such activities related to the WQMP restrictions that include vehicle washing, car maintenance, pesticid application by a professional licensed by the State, and disposal of used motor fluids, pet waste cleanup, and trash container areas. N3 Landscape Management BMPs Landscape Management BMPs will be designed and established by the PMC, who will maintain the common areas within the project site. These programs will include how to mitigate the potential dangers of fertilizer and pesticide usage (refer to attachment A of this report). Ongoing maintenance will be consistent with the State of California Model- Water Efficient Landscape Ordinance. Fertilizer and pesticide usage shall be consistent with County Management Guidelines for use of Fertilizers and Pesticides. PMC will be bound by contract with PP with written agreements. N4 BMP Maintenance The PMC will comply with BMP Maintenance materials as part of this WQMP report, refer to Section 5 by agreeement and contract by use of inspection forms to be submitted to the owner. N5 Title 22 CCR Compliance (How development will comply) The Owner will contract with a PMC to comply with the Regulation as denoted within the CC&R's not limited to this water quality document. The CC&R's will document the Water Quality Management Plan (WQMP) 4-3 Form 4.1-1 Non-Structural Source Control BMPs proceedures, restriction in which PI will need to comply. These will be recorded on title with the County. The PMC will be bound by contract by contract. N6 Local Water Quality Ordinances The PMC and/ or selected professional landscaping service provider will comply with all local water quality ordinances as denoted within this document and as contrated with PP. The project will comply by installing infiltration basins, pre treatment methods and storm water mitigation N7 Spill Contingency Plan The PMC will be responsible for establishing a Spill Contingency Plan that involves clean up and removal requirements. All spills will be cleaned up immediately. Materials to be stored on site will be documented and registered with the County Fire Hazmat Division. N8 Underground Storage Tank Compliance No proposed Underground Storage Tanks N9 Hazardous Materials Disclosure Compliance The PMC will provide a Hazardouse Materials Disclosure to tenants, and/ or employees listing all hazardous materials located onsite. The tenants will be required to disclose hazardess materials to County Fire Hazmat Division Water Quality Management Plan (WQMP) 4-4 Form 4.1-1 Non-Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, if not applicable, state reason Included Not Applicable N10 Uniform Fire Code Implementation The Owner and PMC will comply with the Uniform Fire Code through permited documents (being Hazard Mat material storgae if necessary, building permits, building drawings). These documents through plan check and permit will adher to local ordianances. N11 Litter/Debris Control Program The PMC will be required to implement trash management and litter control procedures in the common areas aimed at reducing pollution of drainage water. The PMC may also contract with their landscape maintenance firm to provide this service during regularly scheduled maintenance, which will consist of litter patrol, emptying of trash receptacles in common areas, and noting trash disposal violations and reporting the violations to the PMC for remediation. N12 Employee Training Practical informational materials will be provided to employees on general good housekeeping practices that contribute to protection of storm water quality. Among other things, these materials will describe the use of chemicals that should be limited to the property, with no discharge of specified wastes via hosing or other direct discharge to gutters, catch basins and storm drains. This program must be maintained, enforced, and updated periodically by the Owner. Educational materials including, but not limited to, the materials included in the Attachment A of this plan will be made available to the employees and contractors of the Owner. N13 Housekeeping of Loading Docks No Loading Docks Proposed N14 Catch Basin Inspection Program The PMC will maintain the drainage systems, including catch basins and culverts. The PMC is required to have catch basins inspected and, if necessary, cleaned prior to the storm season, no later than October 15th each year or prior to the first 24-hour storm event, whichever occurs first. These duties may be contracted out to the landscape maintenance firm hired by the Owner. Water Quality Management Plan (WQMP) 4-5 N15 Vacuum Sweeping of Private Streets and Parking Lots The PMC shall have all private drive aisles and parking areas swept on a weekly basis. N16 Other Non-structural Measures for Public Agency Projects Not Applicable no part of this project is for a public agency N17 Comply with all other applicable NPDES permits The Owner/PMC will be required to comply with the NOI and SWPPP. The general construction permit by Filing an NOI and implimenting a SWPPP with applicable BMP's and erosion control as bound by the SWPPP doucment will will doucment and provide methodology to comply Water Quality Management Plan (WQMP) 4-6 Form 4.1-2 Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, If not applicable, state reason Included Not Applicable S1 Provide storm drain system stencilling and signage (CASQA New Development BMP Handbook SD-13) Phrase "No Dumping – Drains to Ocean" or equally effective phrase to be stenciled on catch basins to alert the public to the destination of pollutants discharged into storm water. This stenciling will be inspected and re-stenciled on a periodic basis by the PMC. S2 Design and construct outdoor material storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-34) No proposed outdoor storage areas S3 Design and construct trash and waste storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-32) All trash enclosures shall employ door and covers to lessen transport of solid waste. S4 Use efficient irrigation systems & landscape design, water conservation, smart controllers, and source control (Statewide Model Landscape Ordinance; CASQA New Development BMP Handbook SD-12) As part of the design of all common area landscape irrigation shall employ water conservation principals, including, but not limited to, such provisions as water sensors, programmable irrigation times (for short cycles), etc. will be used. Such common areas will be maintained by the PMC. Refer to separately prepared by others Landscaping Plans for details. S5 Finish grade of landscaped areas at a minimum of 1-2 inches below top of curb, sidewalk, or pavement Through final engineering the project will install landscape features 1-2" below the adjacent hardened surface. The improvements will be detailed on the approved precise engineering documents and will be coordinated with the landscape plan and inspected during contruction. S6 Protect slopes and channels and provide energy dissipation (CASQA New Development BMP Handbook SD-10) Protect slopes for all proposed basins. Slopes to be hydro seeded or landscaped prior to release of project. All flow through curb to be dissipated with cobble/slope protection. All inlets and outlets of pipes shall be protected with rip- rap. S7 Covered dock areas (CASQA New Development BMP Handbook SD-31) All proposed loading docks shall be covered in aacordance with City planning department and approved architecture S8 Covered maintenance bays with spill containment plans (CASQA New Development BMP Handbook SD-31) Bays not Proposed Water Quality Management Plan (WQMP) 4-7 S9 Vehicle wash areas with spill containment plans (CASQA New Development BMP Handbook SD-33) No proposed vehicle washing areas S10 Covered outdoor processing areas (CASQA New Development BMP Handbook SD-36) No proposed outdoor processing areas Form 4.1-2 Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, If not applicable, state reason Included Not Applicable S11 Equipment wash areas with spill containment plans (CASQA New Development BMP Handbook SD-33) no wash areas are proposed S12 Fueling areas (CASQA New Development BMP Handbook SD-30) no fuelings areas are proposed S13 Hillside landscaping (CASQA New Development BMP Handbook SD-10) No proposed Hillside Landscaping S14 Wash water control for food preparation areas no food preparation are proposed S15 Community car wash racks (CASQA New Development BMP Handbook SD-33) No proposed community car washing areas Water Quality Management Plan (WQMP) 4-8 4.1.2 Preventative LID Site Design Practices Site design practices associated with new LID requirements in the MS4 Permit should be considered in the earliest phases of a project. Preventative site design practices can result in smaller DCV for LID BMP and hydromodification control BMP by reducing runoff generation. Describe site design and drainage plan including: Refer to Section 5.2 of the TGD for WQMP for more details. Form 4.1-3 Preventative LID Site Design Practices Checklist Site Design Practices If yes, explain how preventative site design practice is addressed in project site plan. If no, other LID BMPs must be selected to meet targets Minimize impervious areas: Yes No Explanation: Site Plan was developed in accordance to planning parking standards and will capture all required run off for full LID BMP volume infiltration. The existing site is 64% impervious in comparison to an average post development of 87%. Maximize natural infiltration capacity: Yes No Explanation: Site will propose an Infiltration BMP Preserve existing drainage patterns and time of concentration: Yes No Explanation: Site will be designed to maintain the historic drainage path of travel by utilizing the same drainage paths and outlets. Basins will limit outlet to pre development condition. Disconnect impervious areas: Yes No Explanation: All impervious area will flow into infiltration systems disconnecting the flow from the outlet. Protect existing vegetation and sensitive areas: Yes No Explanation: The project will not protect vegetation on the project and will plant some disturbed open space pervious as shown on the exhibit. Site plan and improvements are set as part of this entitlement Re-vegetate disturbed areas: Yes No Explanation: Project will plant in all proposed open spaces as shown on final WQMP exhibit. Minimize unnecessary compaction in stormwater retention/infiltration basin/trench areas: Yes No Explanation: All compaction will be established per the projects soils report. Utilize vegetated drainage swales in place of underground piping or imperviously lined swales: Yes No Explanation: Portions of piping will drain into pervious chambers. Stake off areas that will be used for landscaping to minimize compaction during construction : Yes No Explanation: Landscape areas will be staked and sectioned off. A narrative of site design practices utilized or rationale for not using practices A narrative of how site plan incorporates preventive site design practices Include an attached Site Plan layout which shows how preventative site design practices are included in WQMP Water Quality Management Plan (WQMP) 4-9 4.2 Project Performance Criteria The purpose of this section of the Project WQMP is to establish targets for post-development hydrology based on performance criteria specified in the MS4 Permit. These targets include runoff volume for water quality control (referred to as LID design capture volume), and runoff volume, time of concentration, and peak runoff for protection of any downstream waterbody segments with a HCOC. If the project has more than one outlet for stormwater runoff, then complete additional versions of these forms for each DA / outlet. Methods applied in the following forms include: For LID BMP Design Capture Volume (DCV), the San Bernardino County Stormwater Program requires use of the P6 method (MS4 Permit Section XI.D.6a.ii) – Form 4.2-1 For HCOC pre- and post-development hydrologic calculation, the San Bernardino County Stormwater Program requires the use of the Rational Method (San Bernardino County Hydrology Manual Section D). Forms 4.2-2 through Form 4.2-5 calculate hydrologic variables including runoff volume, time of concentration, and peak runoff from the project site pre- and post-development using the Hydrology Manual Rational Method approach. For projects greater than 640 acres (1.0 mi2), the Rational Method and these forms should not be used. For such projects, the Unit Hydrograph Method (San Bernardino County Hydrology Manual Section E) shall be applied for hydrologic calculations for HCOC performance criteria. Refer to Section 4 in the TGD for WQMP for detailed guidance and instructions. Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume (DA 1) 1 Project area DA 1 (ft2): 205,247 2 Imperviousness after applying preventative site design practices (Imp%): 77 3 Runoff Coefficient (Rc): _.69 Rc = 0.858(Imp%)^3-0.78(Imp%)^2+0.774(Imp%)+0.04 4 Determine 1-hour rainfall depth for a 2-year return period P2yr-1hr (in): 0.525 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 0.78 P6 = Item 4 *C1, where C1 is a function of site climatic region specified in Form 3-1 Item 1 (Valley = 1.4807; Mountain = 1.909; Desert = 1.2371) 6 Drawdown Rate Use 48 hours as the default condition. Selection and use of the 24 hour drawdown time condition is subject to approval by the local jurisdiction. The necessary BMP footprint is a function of drawdown time. While shorter drawdown times reduce the performance criteria for LID BMP design capture volume, the depth of water that can be stored is also reduced. 24-hrs 48-hrs 7 Compute design capture volume, DCV (ft3): 26,188 DCV = 1/12 * [Item 1* Item 3 *Item 5 * C2], where C2 is a function of drawdown rate (24-hr = 1.582; 48-hr = 1.963) Compute separate DCV for each outlet from the project site per schematic drawn in Form 3-1 Item 2 Water Quality Management Plan (WQMP) 4-10 Form 4.2-2 Summary of HCOC Assessment (DA 1) Does project have the potential to cause or contribute to an HCOC in a downstream channel: Yes No Go to: http://sbcounty.permitrack.com/WAP If “Yes”, then complete HCOC assessment of site hydrology for 2yr storm event using Forms 4.2-3 through 4.2-5 and insert results below (Forms 4.2-3 through 4.2-5 may be replaced by computer software analysis based on the San Bernardino County Hydrology Manual) If “No,” then proceed to Section 4.3 Project Conformance Analysis Condition Runoff Volume (ft3) Time of Concentration (min) Peak Runoff (cfs) Pre-developed 1 Form 4.2-3 Item 12 2 Form 4.2-4 Item 13 3 Form 4.2-5 Item 10 Post-developed 4 Form 4.2-3 Item 13 5 Form 4.2-4 Item 14 6 Form 4.2-5 Item 14 Difference 7 Item 4 – Item 1 8 Item 5 – Item 2 9 Item 6 – Item 3 Difference (as % of pre-developed) 10 % Item 7 / Item 1 11 % Item 8 / Item 2 12 % Item 9 / Item 3 Water Quality Management Plan (WQMP) 4-11 Form 4.2-3 HCOC Assessment for Runoff Volume (DA 1) Weighted Curve Number Determination for: Pre-developed DA DMA A DMA B DMA C DMA D DMA E DMA F DMA G DMA H 1a Land Cover type 2a Hydrologic Soil Group (HSG) 3a DMA Area, ft2 sum of areas of DMA should equal area of DA 4a Curve Number (CN) use Items 1 and 2 to select the appropriate CN from Appendix C-2 of the TGD for WQMP Weighted Curve Number Determination for: Post-developed DA DMA A DMA B DMA C DMA D DMA E DMA F DMA G DMA H 1b Land Cover type 2b Hydrologic Soil Group (HSG) 3b DMA Area, ft2 sum of areas of DMA should equal area of DA 4b Curve Number (CN) use Items 5 and 6 to select the appropriate CN from Appendix C-2 of the TGD for WQMP 5 Pre-Developed area-weighted CN: 7 Pre-developed soil storage capacity, S (in): S = (1000 / Item 5) - 10 9 Initial abstraction, Ia (in): Ia = 0.2 * Item 7 6 Post-Developed area-weighted CN: 8 Post-developed soil storage capacity, S (in): S = (1000 / Item 6) - 10 10 Initial abstraction, Ia (in): Ia = 0.2 * Item 8 11 Precipitation for 2 yr, 24 hr storm (in): Go to: http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 12 Pre-developed Volume (ft3): Vpre =(1 / 12) * (Item sum of Item 3) * [(Item 11 – Item 9)^2 / ((Item 11 – Item 9 + Item 7) 13 Post-developed Volume (ft3): Vpre =(1 / 12) * (Item sum of Item 3) * [(Item 11 – Item 10)^2 / ((Item 11 – Item 10 + Item 8) 14 Volume Reduction needed to meet HCOC Requirement, (ft3): VHCOC = (Item 13 * 0.95) – Item 12 Water Quality Management Plan (WQMP) 4-12 Form 4.2-4 HCOC Assessment for Time of Concentration (DA 1) Compute time of concentration for pre and post developed conditions for each DA (For projects using the Hydrology Manual complete the form below) Variables Pre-developed DA1 Use additional forms if there are more than 4 DMA Post-developed DA1 Use additional forms if there are more than 4 DMA DMA A DMA B DMA C DMA D DMA A DMA B DMA C DMA D 1 Length of flowpath (ft) Use Form 3-2 Item 5 for pre-developed condition 2 Change in elevation (ft) 3 Slope (ft/ft), So = Item 2 / Item 1 4 Land cover 5 Initial DMA Time of Concentration (min) Appendix C-1 of the TGD for WQMP 6 Length of conveyance from DMA outlet to project site outlet (ft) May be zero if DMA outlet is at project site outlet 7 Cross-sectional area of channel (ft2) 8 Wetted perimeter of channel (ft) 9 Manning’s roughness of channel (n) 10 Channel flow velocity (ft/sec) Vfps = (1.49 / Item 9) * (Item 7/Item 8)^0.67 * (Item 3)^0.5 11 Travel time to outlet (min) Tt = Item 6 / (Item 10 * 60) 12 Total time of concentration (min) Tc = Item 5 + Item 11 13 Pre-developed time of concentration (min): Minimum of Item 12 pre-developed DMA 14 Post-developed time of concentration (min): Minimum of Item 12 post-developed DMA 15 Additional time of concentration needed to meet HCOC requirement (min): TC-HCOC = (Item 14 * 0.95) – Item 13 Water Quality Management Plan (WQMP) 4-13 Form 4.2-5 HCOC Assessment for Peak Runoff (DA 1) Compute peak runoff for pre- and post-developed conditions Variables Pre-developed DA to Project Outlet (Use additional forms if more than 3 DMA) Post-developed DA to Project Outlet (Use additional forms if more than 3 DMA) DMA A DMA B DMA C DMA A DMA B DMA C 1 Rainfall Intensity for storm duration equal to time of concentration Ipeak = 10^(LOG Form 4.2-1 Item 4 - 0.6 LOG Form 4.2-4 Item 5 /60) 2 Drainage Area of each DMA (ft2) For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 3 Ratio of pervious area to total area For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 4 Pervious area infiltration rate (in/hr) Use pervious area CN and antecedent moisture condition with Appendix C-3 of the TGD for WQMP 5 Maximum loss rate (in/hr) Fm = Item 3 * Item 4 Use area-weighted Fm from DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 6 Peak Flow from DMA (cfs) Qp =Item 2 * 0.9 * (Item 1 - Item 5) 7 Time of concentration adjustment factor for other DMA to site discharge point Form 4.2-4 Item 12 DMA / Other DMA upstream of site discharge point (If ratio is greater than 1.0, then use maximum value of 1.0) DMA A n/a n/a DMA B n/a n/a DMA C n/a n/a 8 Pre-developed Qp at Tc for DMA A: Qp = Item 6DMAA + [Item 6DMAB * (Item 1DMAA - Item 5DMAB)/(Item 1DMAB - Item 5DMAB)* Item 7DMAA/2] + [Item 6DMAC * (Item 1DMAA - Item 5DMAC)/(Item 1DMAC - Item 5DMAC)* Item 7DMAA/3] 9 Pre-developed Qp at Tc for DMA B: Qp = Item 6DMAB + [Item 6DMAA * (Item 1DMAB - Item 5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAB/1] + [Item 6DMAC * (Item 1DMAB - Item 5DMAC)/(Item 1DMAC - Item 5DMAC)* Item 7DMAB/3] 10 Pre-developed Qp at Tc for DMA C: Qp = Item 6DMAC + [Item 6DMAA * (Item 1DMAC - Item 5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAC/1] + [Item 6DMAB * (Item 1DMAC - Item 5DMAB)/(Item 1DMAB - Item 5DMAB)* Item 7DMAC/2] 10 Peak runoff from pre-developed condition confluence analysis (cfs): Maximum of Item 8, 9, and 10 (including additional forms as needed) 11 Post-developed Qp at Tc for DMA A: Same as Item 8 for post-developed values 12 Post-developed Qp at Tc for DMA B: Same as Item 9 for post-developed values 13 Post-developed Qp at Tc for DMA C: Same as Item 10 for post-developed values 14 Peak runoff from post-developed condition confluence analysis (cfs): Maximum of Item 11, 12, and 13 (including additional forms as needed) 15 Peak runoff reduction needed to meet HCOC Requirement (cfs): Qp-HCOC = (Item 14 * 0.95) – Item 10 Water Quality Management Plan (WQMP) 4-14 4.3 Project Conformance Analysis Complete the following forms for each project site DA to document that the proposed LID BMPs conform to the project DCV developed to meet performance criteria specified in the MS4 Permit (WQMP Template Section 4.2). For the LID DCV, the forms are ordered according to hierarchy of BMP selection as required by the MS4 Permit (see Section 5.3.1 in the TGD for WQMP). The forms compute the following for on-site LID BMP: Site Design and Hydrologic Source Controls (Form 4.3-2) Retention and Infiltration (Form 4.3-3) Harvested and Use (Form 4.3-4) or Biotreatment (Form 4.3-5). At the end of each form, additional fields facilitate the determination of the extent of mitigation provided by the specific BMP category, allowing for use of the next category of BMP in the hierarchy, if necessary. The first step in the analysis, using Section 5.3.2.1 of the TGD for WQMP, is to complete Forms 4.3-1 and 4.3- 3) to determine if retention and infiltration BMPs are infeasible for the project. For each feasibility criterion in Form 4.3-1, if the answer is “Yes,” provide all study findings that includes relevant calculations, maps, data sources, etc. used to make the determination of infeasibility. Next, complete Forms 4.3-2 and 4.3-4 to determine the feasibility of applicable HSC and harvest and use BMPs, and, if their implementation is feasible, the extent of mitigation of the DCV. If no site constraints exist that would limit the type of BMP to be implemented in a DA, evaluate the use of combinations of LID BMPs, including all applicable HSC BMPs to maximize on-site retention of the DCV. If no combination of BMP can mitigate the entire DCV, implement the single BMP type, or combination of BMP types, that maximizes on-site retention of the DCV within the minimum effective area. If the combination of LID HSC, retention and infiltration, and harvest and use BMPs are unable to mitigate the entire DCV, then biotreatment BMPs may be implemented by the project proponent. If biotreatment BMPs are used, then they must be sized to provide sufficient capacity for effective treatment of the remainder of the volume-based performance criteria that cannot be achieved with LID BMPs (TGD for WQMP Section 5.4.4.2). Under no circumstances shall any portion of the DCV be released from the site without effective mitigation and/or treatment. Water Quality Management Plan (WQMP) 4-15 Form 4.3-1 Infiltration BMP Feasibility (DA 1) Feasibility Criterion – Complete evaluation for each DA on the Project Site 1 Would infiltration BMP pose significant risk for groundwater related concerns? Yes No Refer to Section 5.3.2.1 of the TGD for WQMP If Yes, Provide basis: (attach) 2 Would installation of infiltration BMP significantly increase the risk of geotechnical hazards? Yes No (Yes, if the answer to any of the following questions is yes, as established by a geotechnical expert): • The location is less than 50 feet away from slopes steeper than 15 percent • The location is less than eight feet from building foundations or an alternative setback. • A study certified by a geotechnical professional or an available watershed study determines that stormwater infiltration would result in significantly increased risks of geotechnical hazards. If Yes, Provide basis: (attach) 3 Would infiltration of runoff on a Project site violate downstream water rights? Yes No If Yes, Provide basis: (attach) 4 Is proposed infiltration facility located on hydrologic soil group (HSG) D soils or does the site geotechnical investigation indicate presence of soil characteristics, which support categorization as D soils? Yes No If Yes, Provide basis: (attach) 5 Is the design infiltration rate, after accounting for safety factor of 2.0, below proposed facility less than 0.3 in/hr (accounting for soil amendments)? Yes No If Yes, Provide basis: (attach) 6 Would on-site infiltration or reduction of runoff over pre-developed conditions be partially or fully inconsistent with watershed management strategies as defined in the WAP, or impair beneficial uses? Yes No See Section 3.5 of the TGD for WQMP and WAP If Yes, Provide basis: (attach) 7 Any answer from Item 1 through Item 3 is “Yes”: Yes No If yes, infiltration of any volume is not feasible onsite. Proceed to Form 4.3-4, Harvest and Use BMP. If no, then proceed to Item 9 below. 8 Any answer from Item 4 through Item 6 is “Yes”: Yes No If yes, infiltration is permissible but is not required to be considered. Proceed to Form 4.3-2, Hydrologic Source Control BMP. If no, then proceed to Item 9, below. 9 All answers to Item 1 through Item 6 are “No”: Infiltration of the full DCV is potentially feasible, LID infiltration BMP must be designed to infiltrate the full DCV to the MEP. Proceed to Form 4.3-2, Hydrologic Source Control BMP. Water Quality Management Plan (WQMP) 4-16 4.3.1 Site Design Hydrologic Source Control BMP Section XI.E. of the Permit emphasizes the use of LID preventative measures; and the use of LID HSC BMPs reduces the portion of the DCV that must be addressed in downstream BMPs. Therefore, all applicable HSC shall be provided except where they are mutually exclusive with each other, or with other BMPs. Mutual exclusivity may result from overlapping BMP footprints such that either would be potentially feasible by itself, but both could not be implemented. Please note that while there are no numeric standards regarding the use of HSC, if a project cannot feasibly meet BMP sizing requirements or cannot fully address HCOCs, feasibility of all applicable HSC must be part of demonstrating that the BMP system has been designed to retain the maximum feasible portion of the DCV. Complete Form 4.3-2 to identify and calculate estimated retention volume from implementing site design HSC BMP. Refer to Section 5.4.1 in the TGD for more detailed guidance. Form 4.3-2 Site Design Hydrologic Source Control BMPs (DA 1) 1 Implementation of Impervious Area Dispersion BMP (i.e. routing runoff from impervious to pervious areas), excluding impervious areas planned for routing to on-lot infiltration BMP: Yes No If yes, complete Items 2-5; If no, proceed to Item 6 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Total impervious area draining to pervious area (ft2) 3 Ratio of pervious area receiving runoff to impervious area 4 Retention volume achieved from impervious area dispersion (ft3) V = Item2 * Item 3 * (0.5/12), assuming retention of 0.5 inches of runoff 5 Sum of retention volume achieved from impervious area dispersion (ft3): Vretention =Sum of Item 4 for all BMPs 6 Implementation of Localized On-lot Infiltration BMPs (e.g. on-lot rain gardens): Yes No If yes, complete Items 7- 13 for aggregate of all on-lot infiltration BMP in each DA; If no, proceed to Item 14 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 7 Ponding surface area (ft2) - 8 Ponding depth (ft) - 9 Surface area of amended soil/gravel (ft2) 0 10 Average depth of amended soil/gravel (ft) 0 11 Average porosity of amended soil/gravel 0 12 Retention volume achieved from on-lot infiltration (ft3) Vretention = (Item 7 *Item 8) + (Item 9 * Item 10 * Item 11) 0 Water Quality Management Plan (WQMP) 4-17 13 Runoff volume retention from on-lot infiltration (ft3): 30,138 Vretention =Sum of Item 12 for all BMPs Form 4.3-2 cont. Site Design Hydrologic Source Control BMPs (DA 1) 14 Implementation of evapotranspiration BMP (green, brown, or blue roofs): Yes No If yes, complete Items 15-20. If no, proceed to Item 21 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 15 Rooftop area planned for ET BMP (ft2) 16 Average wet season ET demand (in/day) Use local values, typical ~ 0.1 17 Daily ET demand (ft3/day) Item 15 * (Item 16 / 12) 18 Drawdown time (hrs) Copy Item 6 in Form 4.2-1 19 Retention Volume (ft3) Vretention = Item 17 * (Item 18 / 24) 20 Runoff volume retention from evapotranspiration BMPs (ft3): Vretention =Sum of Item 19 for all BMPs 21 Implementation of Street Trees: Yes No If yes, complete Items 20-2. If no, proceed to Item 24 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 22 Number of Street Trees 23 Average canopy cover over impervious area (ft2) 24 Runoff volume retention from street trees (ft3) Vretention = Item 22 * Item 23 * (0.05/12) assume runoff retention of 0.05 inches 25 Runoff volume retention from street tree BMPs (ft3): Vretention = Sum of Item 24 for all BMPs 26 Implementation of residential rain barrels/cisterns: Yes No If yes, complete Items 27-28; If no, proceed to Item 29 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 27 Number of rain barrels/cisterns 28 Runoff volume retention from rain barrels/cisterns (ft3) Vretention = Item 27 * 3 29 Runoff volume retention from residential rain barrels/Cisterns (ft3): Vretention =Sum of Item 28 for all BMPs 30 Total Retention Volume from Site Design Hydrologic Source Control BMPs: Sum of Items 5, 13, 20, 25 and 29 Water Quality Management Plan (WQMP) 4-18 Water Quality Management Plan (WQMP) 4-19 4.3.2 Infiltration BMPs Use Form 4.3-3 to compute on-site retention of runoff from proposed retention and infiltration BMPs. Volume retention estimates are sensitive to the percolation rate used, which determines the amount of runoff that can be infiltrated within the specified drawdown time. The infiltration safety factor reduces field measured percolation to account for potential inaccuracy associated with field measurements, declining BMP performance over time, and compaction during construction. Appendix D of the TGD for WQMP provides guidance on estimating an appropriate safety factor to use in Form 4.3-3. If site constraints limit the use of BMPs to a single type and implementation of retention and infiltration BMPs mitigate no more than 40% of the DCV, then they are considered infeasible and the Project Proponent may evaluate the effectiveness of BMPs lower in the LID hierarchy of use (Section 5.5.1 of the TGD for WQMP) If implementation of infiltrations BMPs is feasible as determined using Form 4.3-1, then LID infiltration BMPs shall be implemented to the MEP (section 4.1 of the TGD for WQMP). . Water Quality Management Plan (WQMP) 4-20 Form 4.3-3 Infiltration LID BMP - including underground BMPs (DA 1) 1 Remaining LID DCV not met by site design HSC BMP (ft3): 9,645, 15489 Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 BMP Type Use columns to the right to compute runoff volume retention from proposed infiltration BMP (select BMP from Table 5-4 in TGD for WQMP) - Use additional forms for more BMPs DA 1 DMA A BMP Type Infiltration Chamber DA 2 DMA B BMP Type Infiltration Chamber DA DMA C BMP Type (Use additional forms for more BMPs) 2 Infiltration rate of underlying soils (in/hr) See Section 5.4.2 and Appendix D of the TGD for WQMP for minimum requirements for assessment methods 2.5 3 Infiltration safety factor See TGD Section 5.4.2 and Appendix D 2 4 Design percolation rate (in/hr) Pdesign = Item 2 / Item 3 1.25 5 Ponded water drawdown time (hr) Copy Item 6 in Form 4.2-1 48 6 Maximum ponding depth (ft) BMP specific, see Table 5-4 of the TGD for WQMP for BMP design details Na 7 Ponding Depth (ft) dBMP = Minimum of (1/12*Item 4*Item 5) or Item 6 Na 8 Infiltrating surface area, SABMP (ft2) the lesser of the area needed for infiltration of full DCV or minimum space requirements from Table 5.7 of the TGD for WQMP 6900 9 Amended soil depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 in the TGD for WQMP for reference to BMP design details 1.0 10 Amended soil porosity n/a 11 Gravel depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 of the TGD for WQMP for BMP design details 1.0’ 12 Gravel porosity 0.4 13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 3 14 Above Ground Retention Volume (ft3) Vretention = Item 8 * [Item7 + (Item 9 * Item 10) + (Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] 0 0 15 Underground Retention Volume (ft3) Volume determined using manufacturer’s specifications and calculations 33,729 16 Total Retention Volume from LID Infiltration BMPs:(33729 pipe/2760 gravel) (Sum of Items 14 and 15 for all infiltration BMP included in 17 Fraction of DCV achieved with infiltration BMP: 139%, Retention% = Item 16 / Form 4.2-1 Item 7 18 Is full LID DCV retained on-site with combination of hydrologic source control and LID retention and infiltration BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10; If no, then reduce Item 3, Factor of Safety to 2.0 and increase Item 8, Infiltrating Surface Area, such that the portion of the site area used for retention and infiltration BMPs equals or exceeds the minimum effective area thresholds (Table 5-7 of the TGD for WQMP) for the applicable category of development and repeat all above calculations. Water Quality Management Plan (WQMP) 4-21 4.3.3 Harvest and Use BMP Harvest and use BMP may be considered if the full LID DCV cannot be met by maximizing infiltration BMPs. Use Form 4.3-4 to compute on-site retention of runoff from proposed harvest and use BMPs. Volume retention estimates for harvest and use BMPs are sensitive to the on-site demand for captured stormwater. Since irrigation water demand is low in the wet season, when most rainfall events occur in San Bernardino County, the volume of water that can be used within a specified drawdown period is relatively low. The bottom portion of Form 4.3-4 facilitates the necessary computations to show infeasibility if a minimum incremental benefit of 40 percent of the LID DCV would not be achievable with MEP implementation of on-site harvest and use of stormwater (Section 5.5.4 of the TGD for WQMP). Form 4.3-4 Harvest and Use BMPs (DA 1) 1 Remaining LID DCV not met by site design HSC or infiltration BMP (ft3): Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 – Form 4.3-3 Item 16 BMP Type(s) Compute runoff volume retention from proposed harvest and use BMP (Select BMPs from Table 5-4 of the TGD for WQMP) - Use additional forms for more BMPs DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Describe cistern or runoff detention facility 3 Storage volume for proposed detention type (ft3) Volume of cistern 4 Landscaped area planned for use of harvested stormwater (ft2) 5 Average wet season daily irrigation demand (in/day) Use local values, typical ~ 0.1 in/day 6 Daily water demand (ft3/day) Item 4 * (Item 5 / 12) 7 Drawdown time (hrs) Copy Item 6 from Form 4.2-1 8Retention Volume (ft3) Vretention = Minimum of (Item 3) or (Item 6 * (Item 7 / 24)) 9 Total Retention Volume (ft3) from Harvest and Use BMP Sum of Item 8 for all harvest and use BMP included in plan 10 Is the full DCV retained with a combination of LID HSC, retention and infiltration, and harvest and use BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10. If no, then re-evaluate combinations of all LID BMP and optimize their implementation such that the maximum portion of the DCV is retained on-site (using a single BMP type or combination of BMP types). If the full DCV cannot be mitigated after this optimization process, proceed to Section 4.3.4. Water Quality Management Plan (WQMP) 4-22 4.3.4 Biotreatment BMP Biotreatment BMPs may be considered if the full LID DCV cannot be met by maximizing retention and infiltration, and harvest and use BMPs. A key consideration when using biotreatment BMP is the effectiveness of the proposed BMP in addressing the pollutants of concern for the project (see Table 5-5 of the TGD for WQMP). Use Form 4.3-5 to summarize the potential for volume based and/or flow based biotreatment options to biotreat the remaining unmet LID DCV w. Biotreatment computations are included as follows: • Use Form 4.3-6 to compute biotreatment in small volume based biotreatment BMP (e.g. bioretention w/underdrains); • Use Form 4.3-7 to compute biotreatment in large volume based biotreatment BMP (e.g. constructed wetlands); • Use Form 4.3-8 to compute sizing criteria for flow-based biotreatment BMP (e.g. bioswales) Form 4.3-5 Selection and Evaluation of Biotreatment BMP (DA 1) 1 Remaining LID DCV not met by site design HSC, infiltration, or harvest and use BMP for potential biotreatment (ft3): na Form 4.2-1 Item 7 - Form 4.3-2 Item 30 – Form 4.3-3 Item 16- Form 4.3-4 Item 9 List pollutants of concern Copy from Form 2.3-1. 2 Biotreatment BMP Selected (Select biotreatment BMP(s) necessary to ensure all pollutants of concern are addressed through Unit Operations and Processes, described in Table 5-5 of the TGD for WQMP) Volume-based biotreatment Use Forms 4.3-6 and 4.3-7 to compute treated volume Flow-based biotreatment Use Form 4.3-8 to compute treated volume Bioretention with underdrain Planter box with underdrain Constructed wetlands Wet extended detention Dry extended detention Vegetated swale Vegetated filter strip Proprietary biotreatment 3 Volume biotreated in volume based biotreatment BMP (ft3): Form 4.3- 6 Item 15 + Form 4.3-7 Item 13 4 Compute remaining LID DCV with implementation of volume based biotreatment BMP (ft3): Item 1 – Item 3 5 Remaining fraction of LID DCV for sizing flow based biotreatment BMP: % Item 4 / Item 1 6 Flow-based biotreatment BMP capacity provided (cfs): Use Figure 5-2 of the TGD for WQMP to determine flow capacity required to provide biotreatment of remaining percentage of unmet LID DCV (Item 5), for the project’s precipitation zone (Form 3-1 Item 1) 7 Metrics for MEP determination: • Provided a WQMP with the portion of site area used for suite of LID BMP equal to minimum thresholds in Table 5-7 of the TGD for WQMP for the proposed category of development: If maximized on-site retention BMPs is feasible for partial capture, then LID BMP implementation must be optimized to retain and infiltrate the maximum portion of the DCV possible within the prescribed minimum effective area. The remaining portion of the DCV shall then be mitigated using biotreatment BMP. Water Quality Management Plan (WQMP) 4-23 Form 4.3-6 Volume Based Biotreatment (DA 1) – Bioretention and Planter Boxes with Underdrains Biotreatment BMP Type (Bioretention w/underdrain, planter box w/underdrain, other comparable BMP) DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 1 Pollutants addressed with BMP List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in Table 5-5 of the TGD for WQMP 2 Amended soil infiltration rate Typical ~ 5.0 3 Amended soil infiltration safety factor Typical ~ 2.0 4 Amended soil design percolation rate (in/hr) Pdesign = Item 2 / Item 3 5 Ponded water drawdown time (hr) Copy Item 6 from Form 4.2-1 6 Maximum ponding depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 7 Ponding Depth (ft) dBMP = Minimum of (1/12 * Item 4 * Item 5) or Item 6 8 Amended soil surface area (ft2) 9 Amended soil depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 10 Amended soil porosity, n 11 Gravel depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 12 Gravel porosity, n 13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 14 Biotreated Volume (ft3) Vbiotreated = Item 8 * [(Item 7/2) + (Item 9 * Item 10) +(Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] 15 Total biotreated volume from bioretention and/or planter box with underdrains BMP: Sum of Item 14 for all volume-based BMPs included in this form Water Quality Management Plan (WQMP) 4-24 Form 4.3-7 Volume Based Biotreatment (DA 1) – Constructed Wetlands and Extended Detention Biotreatment BMP Type Constructed wetlands, extended wet detention, extended dry detention, or other comparable proprietary BMP. If BMP includes multiple modules (e.g. forebay and main basin), provide separate estimates for storage and pollutants treated in each module. DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) Forebay Basin Forebay Basin 1 Pollutants addressed with BMP forebay and basin List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in Table 5-5 of the TGD for WQMP 2 Bottom width (ft) 3 Bottom length (ft) 4 Bottom area (ft2) Abottom = Item 2 * Item 3 5 Side slope (ft/ft) 6 Depth of storage (ft) 7 Water surface area (ft2) Asurface =(Item 2 + (2 * Item 5 * Item 6)) * (Item 3 + (2 * Item 5 * Item 6)) 8 Storage volume (ft3) For BMP with a forebay, ensure fraction of total storage is within ranges specified in BMP specific fact sheets, see Table 5-6 of the TGD for WQMP for reference to BMP design details V =Item 6 / 3 * [Item 4 + Item 7 + (Item 4 * Item 7)^0.5] 9 Drawdown Time (hrs) Copy Item 6 from Form 2.1 10 Outflow rate (cfs) QBMP = (Item 8forebay + Item 8basin) / (Item 9 * 3600) 11 Duration of design storm event (hrs) 12 Biotreated Volume (ft3) Vbiotreated = (Item 8forebay + Item 8basin) +( Item 10 * Item 11 * 3600) 13 Total biotreated volume from constructed wetlands, extended dry detention, or extended wet detention : (Sum of Item 12 for all BMP included in plan) Water Quality Management Plan (WQMP) 4-25 Form 4.3-8 Flow Based Biotreatment (DA 1) Biotreatment BMP Type Vegetated swale, vegetated filter strip, or other comparable proprietary BMP DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 1 Pollutants addressed with BMP List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in TGD Table 5-5 2 Flow depth for water quality treatment (ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 3 Bed slope (ft/ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 4 Manning's roughness coefficient 5 Bottom width (ft) bw = (Form 4.3-5 Item 6 * Item 4) / (1.49 * Item 2^1.67 * Item 3^0.5) 6 Side Slope (ft/ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 7 Cross sectional area (ft2) A = (Item 5 * Item 2) + (Item 6 * Item 2^2) 8 Water quality flow velocity (ft/sec) V = Form 4.3-5 Item 6 / Item 7 9 Hydraulic residence time (min) Pollutant specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 10 Length of flow based BMP (ft) L = Item 8 * Item 9 * 60 11 Water surface area at water quality flow depth (ft2) SAtop = (Item 5 + (2 * Item 2 * Item 6)) * Item 10 Water Quality Management Plan (WQMP) 4-26 4.3.5 Conformance Summary Complete Form 4.3-9 to demonstrate how on-site LID DCV is met with proposed site design hydrologic source control, infiltration, harvest and use, and/or biotreatment BMP. The bottom line of the form is used to describe the basis for infeasibility determination for on-site LID BMP to achieve full LID DCV, and provides methods for computing remaining volume to be addressed in an alternative compliance plan. If the project has more than one outlet, then complete additional versions of this form for each outlet. Form 4.3-9 Conformance Summary and Alternative Compliance Volume Estimate (DA 1) 1 Total LID DCV for the Project DA-1 (ft3): 26681 Copy Item 7 in Form 4.2-1 2 On-site retention with site design hydrologic source control LID BMP (ft3): Copy Item 30 in Form 4.3-2 3 On-site retention with LID infiltration BMP (ft3): 31893 Copy Item 16 in Form 4.3-3 4 On-site retention with LID harvest and use BMP (ft3): Copy Item 9 in Form 4.3-4 5 On-site biotreatment with volume based biotreatment BMP (ft3): Copy Item 3 in Form 4.3-5 6 Flow capacity provided by flow based biotreatment BMP (cfs): Copy Item 6 in Form 4.3-5 7 LID BMP performance criteria are achieved if answer to any of the following is “Yes”: • Full retention of LID DCV with site design HSC, infiltration, or harvest and use BMP: Yes No If yes, sum of Items 2, 3, and 4 is greater than Item 1 • Combination of on-site retention BMPs for a portion of the LID DCV and volume-based biotreatment BMP that address all pollutants of concern for the remaining LID DCV: Yes No If yes, a) sum of Items 2, 3, 4, and 5 is greater than Item 1, and Items 2, 3 and 4 are maximized; or b) Item 6 is greater than Form 4.3--5 Item 6 and Items 2, 3 and 4 are maximized On-site retention and infiltration is determined to be infeasible and biotreatment BMP provide biotreatment for all pollutants of concern for full LID DCV: Yes No If yes, Form 4.3-1 Items 7 and 8 were both checked yes 8 If the LID DCV is not achieved by any of these means, then the project may be allowed to develop an alternative compliance plan. Check box that describes the scenario which caused the need for alternative compliance: • Combination of HSC, retention and infiltration, harvest and use, and biotreatment BMPs provide less than full LID DCV capture: Checked yes for Form 4.3-5 Item 7, Item 6 is zero, and sum of Items 2, 3, 4, and 5 is less than Item 1. If so, apply water quality credits and calculate volume for alternative compliance, Valt = (Item 1 – Item 2 – Item 3 – Item 4 – Item 5) * (100 - Form 2.4-1 Item 2)% • An approved Watershed Action Plan (WAP) demonstrates that water quality and hydrologic impacts of urbanization are more effective when managed in at an off-site facility: Attach appropriate WAP section, including technical documentation, showing effectiveness comparisons for the project site and regional watershed Water Quality Management Plan (WQMP) 4-27 4.3.6 Hydromodification Control BMP Use Form 4.3-10 to compute the remaining runoff volume retention, after LID BMP are implemented, needed to address HCOC, and the increase in time of concentration and decrease in peak runoff necessary to meet targets for protection of waterbodies with a potential HCOC. Describe hydromodification control BMP that address HCOC, which may include off-site BMP and/or in-stream controls. Section 5.6 of the TGD for WQMP provides additional details on selection and evaluation of hydromodification control BMP. Form 4.3-10 Hydromodification Control BMPs (DA 1) 1 Volume reduction needed for HCOC performance criteria (ft3): TBD during Final Engineering (Form 4.2-2 Item 4 * 0.95) – Form 4.2-2 Item 1 2 On-site retention with site design hydrologic source control, infiltration, and harvest and use LID BMP (ft3): Sum of Form 4.3-9 Items 2, 3, and 4 Evaluate option to increase implementation of on-site retention in Forms 4.3-2, 4.3-3, and 4.3-4 in excess of LID DCV toward achieving HCOC volume reduction 3 Remaining volume for HCOC volume capture (ft3): Item 1 – Item 2 4 Volume capture provided by incorporating additional on-site or off-site retention BMPs (ft3): Existing downstream BMP may be used to demonstrate additional volume capture (if so, attach to this WQMP a hydrologic analysis showing how the additional volume would be retained during a 2-yr storm event for the regional watershed) 5 If Item 4 is less than Item 3, incorporate in-stream controls on downstream waterbody segment to prevent impacts due to hydromodification Attach in-stream control BMP selection and evaluation to this WQMP 6 Is Form 4.2-2 Item 11 less than or equal to 5%: Yes No If yes, HCOC performance criteria is achieved. If no, select one or more mitigation options below: • Demonstrate increase in time of concentration achieved by proposed LID site design, LID BMP, and additional on-site or off-site retention BMP BMP upstream of a waterbody segment with a potential HCOC may be used to demonstrate increased time of concentration through hydrograph attenuation (if so, show that the hydraulic residence time provided in BMP for a 2-year storm event is equal or greater than the addition time of concentration requirement in Form 4.2-4 Item 15) • Increase time of concentration by preserving pre-developed flow path and/or increase travel time by reducing slope and increasing cross-sectional area and roughness for proposed on-site conveyance facilities • Incorporate appropriate in-stream controls for downstream waterbody segment to prevent impacts due to hydromodification, in a plan approved and signed by a licensed engineer in the State of California 7 Form 4.2-2 Item 12 less than or equal to 5%: Yes No If yes, HCOC performance criteria is achieved. If no, select one or more mitigation options below: • Demonstrate reduction in peak runoff achieved by proposed LID site design, LID BMPs, and additional on-site or off- site retention BMPs BMPs upstream of a waterbody segment with a potential HCOC may be used to demonstrate additional peak runoff reduction through hydrograph attenuation (if so, attach to this WQMP, a hydrograph analysis showing how the peak runoff would be reduced during a 2-yr storm event) • Incorporate appropriate in-stream controls for downstream waterbody segment to prevent impacts due to hydromodification, in a plan approved and signed by a licensed engineer in the State of California Water Quality Management Plan (WQMP) 4-28 4.4 Alternative Compliance Plan (if applicable) Describe an alternative compliance plan (if applicable) for projects not fully able to infiltrate, harvest and use, or biotreat the DCV via on-site LID practices. A project proponent must develop an alternative compliance plan to address the remainder of the LID DCV. Depending on project type some projects may qualify for water quality credits that can be applied to reduce the DCV that must be treated prior to development of an alternative compliance plan (see Form 2.4-1, Water Quality Credits). Form 4.3-9 Item 8 includes instructions on how to apply water quality credits when computing the DCV that must be met through alternative compliance. Alternative compliance plans may include one or more of the following elements: • On-site structural treatment control BMP - All treatment control BMP should be located as close to possible to the pollutant sources and should not be located within receiving waters; • Off-site structural treatment control BMP - Pollutant removal should occur prior to discharge of runoff to receiving waters; • Urban runoff fund or In-lieu program, if available Depending upon the proposed alternative compliance plan, approval by the executive officer may or may not be required (see Section 6 of the TGD for WQMP). Water Quality Management Plan (WQMP) 5-1 Section 5 Inspection and Maintenance Responsibility for Post Construction BMP All BMP included as part of the project WQMP are required to be maintained through regular scheduled inspection and maintenance (refer to Section 8, Post Construction BMP Requirements, in the TGD for WQMP). Fully complete Form 5-1 summarizing all BMP included in the WQMP. Attach additional forms as needed. The WQMP shall also include a detailed Operation and Maintenance Plan for all BMP and may require a Maintenance Agreement (consult the jurisdiction’s LIP). If a Maintenance Agreement is required, it must also be attached to the WQMP. Form 5-1 BMP Inspection and Maintenance (use additional forms as necessary) BMP Reponsible Party(s) Inspection/ Maintenance Activities Required Minimum Frequency of Activities N3 – Landscape Management PMC inspection/ maintenance as needed per the management guidelines for use of fertilizers/ pestcides and water use efficiency. Verify that runoff minizing landscape design continues to function by checking that water sensors are functioning properly, that irrigation hears are adjusted to elminate overspray, and adjust timing and cycle lengths in accordance with the water demands, season and time of day. Once per month or as recommended by professional service provider N15 – Vacuum Sweeping of Private Streets and Lots PMC Private Drive Aisles and Parking Areas are to be swept on a routine basis to facilitate trash/ debris pick up, removal and to dispose of excessive oil/ grease buildup. This maintenance requirement will be listed in the project's CC&Rs and recorded with the County Recorder's Office. Once per month or as recommended by professional service provider N14 - Common Area Catch Basin Cleaning & Inspection PMC Clean debris and silt in bottom of catch basin as needed. Replace any damaged or illegible storm drain signage. Once per month and before N11 - Litter Control PMC Weekly inspections of common area trash receptacles are emptied, all trash/ debris within the location removed and lids are replaced. Weekly Water Quality Management Plan (WQMP) 5-2 Note any trash disposal violations to the appropriate PMC personel. Infiltation Chambers PMC or by an selected approved service provider Basin Bottoms shall be maintned - silt free and landscpae shall be maintained After the first 12 monts, an initial cleaning is required. Thereafter, annual inspections are recommended. Any damage and/ or deficiencies shall be reported to the manufacturer. Additional cleaning will be required every 3-5 years after the first year of operation. S1 - Storm Drain Signage PMC PMC to inspect, repair or replace storm drain signage and verify if ledigle. Inspect once per month, repair or replace immediately N2 – Activity Restrictions PMC Activities on this site will be limited to activities related to warehouse use. Ongoing. N4 – BMP Maintenance PMC The PMC will comply with BMP Maintenance materials as part of this WQMP report, refer to Section 5 by agreement and contract by use of inspection forms to be submitted to the owner. Once per month. N5 – Title 22 CCR Owner The Owner will contract with a PMC to comply with the Regulation as denoted within the CC&R's not limited to this water quality document Upon completion of project N6 – Local Water Quality Ordinances PMC The PMC and/ or selected professional landscaping service provider will comply with all local water quality ordinances as denoted within this document and as contracted with PP. Ongoing. N7 – Spill Contingency Plan PMC The PMC will be responsible for establishing a Spill Contingency Plan that involves clean up and removal requirements. In the event of a spill. Water Quality Management Plan (WQMP) 5-3 N9 – Hazardous Materials Disclosure PMC The PMC will provide a Hazardouse Materials Disclosure to tenants, and/ or employees listing all hazardous materials located onsite. Upon hire/lease signing of employees/tena nts N10 – Fire Code Implementatio n PMC The PMC will comply with the Uniform Fire Code through permitted documents (being Hazardous material storage if necessary, building permits, building drawings). Ongoing N12 – Employee Training PMC Practical informational materials will be provided to employees on general good housekeeping practices that contribute to protection of storm water quality. Upon hire of employees N13 – Loading Docks PMC Loading Docks shall remain clear and clean of debri without standing material and will be cleaned upon regular street sweeping. Weekly N17 – NPDES permits Owner The Owner will be required to comply with the NOI and SWPPP During Construction S3 – Trash Storage Owner All trash enclosures shall employ door and covers to lessen transport of solid waste. During Construction S4 – Efficient Irrigation PMC As part of the design of all common area landscape irrigation shall employ water conservation principals, including, but not limited to, such provisions as water sensors, programmable irrigation times (for short cycles), etc. will be used. Weekly S5 – Landscape Grade 2 inches below impervious surfaces Owner Through final engineering the project will install landscape features 1-2" below the adjacent hardened surface. During Construction 6-1 Section 6 WQMP Attachments 6.1. Site Plan and Drainage Plan Include a site plan and drainage plan sheet set containing the following minimum information: 6.2 Electronic Data Submittal Minimum requirements include submittal of PDF exhibits in addition to hard copies. Format must not require specialized software to open. If the local jurisdiction requires specialized electronic document formats (as described in their local Local Implementation Plan), this section will describe the contents (e.g., layering, nomenclature, geo-referencing, etc.) of these documents so that they may be interpreted efficiently and accurately. 6.3 Post Construction Attach all O&M Plans and Maintenance Agreements for BMP to the WQMP. 6.4 Other Supporting Documentation BMP Educational Materials Activity Restriction – C, C&R’s & Lease Agreements Project location Site boundary Land uses and land covers, as applicable Suitability/feasibility constraints Structural Source Control BMP locations Site Design Hydrologic Source Control BMP locations LID BMP details Drainage delineations and flow information Drainage connections Section 6.1.1 WQMP Exhibit UP 42" d d DVS-36C C 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 © 2010 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. DVS-36C Dual Vortex Separator f Circular Structure 7921 Southpark Plaza, Suite 200 | Littleton, CO | 80120 | Ph: 800.579.8819 | oldcastlestormwater.com Stormwater Solutions d Hydrodynamic Separation DV S - 3 6 C FI DSA U DFI 13 2 5 - 0 5 1 0 US A XXXX S T O RM AWTER 57-008 9 -9188 OldcastleStormwater Solution s d Section 6.1.2 Sizing Calculations WQMP # 2020-0000xx Infiltration Trench Sizing Calculation Design Capture Volume (cf)26,188 Chambers 1150 Bottom 48" Ponding Depth, p (ft)4 Gravel Depth, g (ft)1 Void Factor, v 0.4 Design Infiltration Rate, i (in/hr)1.25 Gravel void = LFX12'X1.0X0.40 2760 Provided Infiltration Volume (cf) =36489 36489 cf > 26,188 cf ✔ Section 6.1.3 Hydrology Calculations To be provided at later date Section 6.1.4 Soils Report REPORT COVER PAGE Percolation Test Report __________________________________________________________________________ Proposed Expanded Housing Area Fontana, California July 22, 2020 Terracon Project No. CB205095 Prepared for: Related California Irvine, California Prepared by: Terracon Consultants, Inc. Colton, California Terracon Consultants, Inc. 1355 E Cooley Dr., Suite C Colton, California 92324 P (909) 824 7311 F (909) 301 6016 terracon.com REPORT COVER LETTER TO SIGN July 22, 2020 Related California 18201 Von Karman Avenue, Suite 900 Irvine, California 92612 Attn: Mr. Stan Smith, Vice President P: (949) 660-7272 E: ssmith@related.com Re: Percolation Test Report Proposed Expanded Housing Area 11180 Sierra Avenue Fontana, California Terracon Project No. CB205095 Dear Mr. Smith: We have completed the Percolation Test services for the above referenced project. This study was performed in general accordance with Terracon Proposal No. PCB205095 dated June 30, 2019. This report presents the findings of the subsurface exploration and the results of percolation tests for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. Fred Yi, Ph.D., G.E. 2967 F. Fred Buhamdan Sr. Geotechnical Engineer Sr. Principal Responsive ■ Resourceful ■ Reliable i REPORT TOPICS INTRODUCTION ............................................................................................................. 1 SITE CONDITIONS ......................................................................................................... 1 PROJECT DESCRIPTION .............................................................................................. 2 GEOTECHNICAL CHARACTERIZATION ...................................................................... 2 STORM WATER MANAGEMENT .................................................................................. 3 GENERAL COMMENTS ................................................................................................. 4 Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the GeoReport logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com. ATTACHMENTS EXPLORATION AND TESTING PROCEDURES SITE LOCATION AND EXPLORATION PLANS EXPLORATION RESULTS SUPPORTING INFORMATION Note: Refer to each individual Attachment for a listing of contents. Responsive ■ Resourceful ■ Reliable 1 INTRODUC TION Percolation Test Report Proposed Expanded Housing Area 11180 Sierra Avenue Fontana, California Terracon Project No. CB205095 July 22, 2020 INTRODUCTION This report presents the results of our subsurface exploration and percolation tests performed for the proposed expanded housing area to be located west end of 11180 Sierra Avenue in Fontana, California. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: ◼ Subsurface soil conditions ◼ Groundwater conditions and historical high groundwater ◼ On-site infiltration rate The Scope of Services for this project included the advancement of five test borings to depths ranging from approximately 5 to 21 ½ feet below existing site grades. Maps showing the site and boring locations are shown in the Site Location and Exploration Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs in the Exploration Results section. SITE CONDITIONS The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps. Item Description Parcel Information The project is located 11180 Sierra Avenue in Fontana, California. A multifamily apartment complex is proposed on the site (approximately 3.82 acres) which is currently a storm water retention basin. A smaller basin, or optional terminal storage, is planned to the west of the planned apartment site. The center of the new basin is approximately at: Latitude: 34.0508°; Longitude: -117.4375° See Site Location. Existing Improvements The site is currently a stormwater detention basin. Current Ground Cover Earthen with sparse bushes and seasonal weeds Percolation Test Report Proposed Expanded Housing Area ■ Fontana, California July 22, 2020 ■ Terracon Project No. CB205095 Responsive ■ Resourceful ■ Reliable 2 Item Description Existing Topography (from Google Earth) The existing stormwater retention basin is a surface type basin. The bottom of the basin is approximately 12 to 15 feet deep measured from the surrounding property grade. The basin side slopes have inclinations of approximately 2:1 (horizontal:vertical) descending from all sides to the basin bottom. An access road exists on the west slope of the existing basin. PROJECT DESCRIPTION Our initial understanding of the project was provided in our proposal and was discussed during project planning. A period of collaboration has transpired since the project was initiated, and our final understanding of the project conditions is as follows: Item Description Information Provided Project information was furnished to us via emails dated June 19, 2020, with attached maps showing the topography of the existing basin and the location of the proposed new basin and the optional terminal storage. Project Description As the development of the surrounding properties and the construction of on-site stormwater retention system associated with each development are completed, the full capacity of the existing detention basin is not needed. It is proposed to backfill the existing basin with compacted fill soils for development of multi-family residential units and associated infrastructure. The project will include grading a new basin with 2:1 slope at the west side of the property with a bottom depth of 9 feet future adjacent finish grade. The provided plan prepared by KES Technologies show an option for underground chambers at the bottom of the proposed basin. We were requested to perform percolation tests to assist in the design of the proposed basin and the optional underground chamber. This report provides the results to percolation testing only. The earthwork recommendations, the stability of the new basin slopes, and the backfilling of the existing basin and for the future apartment complex project is beyond the scope of this report. Stormwater Retention Open basin with bottom depth approximately 9’ from the future adjacent finish grade. An optional terminal storage (underground chambers) may be placed under the proposed basin. Estimated Start of Construction Unknown GEOTECHNICAL CHARACTERIZATION The subsurface soils encountered at the site consist of loose silty sand, and stiff to very stiff silt to the maximum depths drilled. Fill/sediment was encountered in the borings to depth of approximately 1-foot bgs. Percolation Test Report Proposed Expanded Housing Area ■ Fontana, California July 22, 2020 ■ Terracon Project No. CB205095 Responsive ■Resourceful ■Reliable 3 Conditions encountered at each boring location are indicated on the individual boring logs shown in the Exploration Results section and are attached to this report. Stratification boundaries on the boring logs represent the approximate location of changes in native soil types; in situ, the transition between materials may be gradual. Groundwater Conditions The boreholes were observed while drilling and after completion for the presence and level of groundwater. Groundwater was not observed in the borings while drilling or for the short duration the borings could remain open. Based on our experience within the vicinity, the historical high groundwater depth is deeper than 50 feet. STORM WATER MANAGEMENT Percolation tests were performed generally following the test method described Appendix D, of the San Bernardino County, “Technical Guidance Document for Water Quality Management Plans” (2013). The soil at the percolation test locations was classified in the field using a visual/manual procedure and verified by laboratory tests. The infiltration velocity is presented as the infiltration rate and is summarized in the following table. The infiltration rates provided do not include safety factors. Test Test Depth (feet)1 Soil Type Infiltration Rate2 (in./hr.) Initial Water Head P-1 5 SM 6.2 3'8" P-2 5 SM 1.8 4'8" P-3 10 SM 6.9 4'4" P-4 10 ML 2.4 4'6" 1.Below existing ground surface 2.The correlated infiltration rates were calculated using the Porchet method. The above infiltration rates determined by the shallow percolation test method are based on field test results utilizing clear water. Infiltration rates can be affected by silt buildup, debris, degree of soil saturation, site variability and other factors. With time, the bottoms of infiltration systems tend to plug with organics, sediments, and other debris. Long term maintenance will likely be required to remove these deleterious materials to help reduce decreases in actual percolation rates. The rate obtained at a specific location and depth is representative of the location and depth tested and may not be representative of the entire site. Percolation Test Report Proposed Expanded Housing Area ■ Fontana, California July 22, 2020 ■ Terracon Project No. CB205095 Responsive ■ Resourceful ■ Reliable 4 The soil profile consisted of silty sand soils over less permeable silt soils. The silt layer may act as a barrier and cause perched water conditions. Therefore, we recommend the designer utilize the lowest infiltration rate in the above table with appropriate safety factors. Application of an appropriate safety factor is prudent to account for subsoil inconsistencies, possible compaction related to site grading, and potential silting of the percolating soils, depending on the application. A minimum safety factor of 2.0 may be used if the water will be treated prior to infiltration. The percolation tests were performed with clear water, whereas the storm water will likely not be clear, but may contain organics, fines, and grease/oil. The presence of these deleterious materials will tend to decrease the rate that water percolates from the infiltration systems. Design of the stormwater infiltration systems should account for the presence of these materials and should incorporate structures/devices to remove these deleterious materials. A safety factor should be applied to these measured rates. The design engineer should also check with the local agency for the limitation of the infiltration rate allowed in the design. If the maximum allowable design infiltration rate is lower than the above recommended rate, the maximum allowable design infiltration rate should be used. The designer of the basins should also consider other possible site variability in the design. Infiltration testing should be performed after construction of the infiltration system to verify the design infiltration rates. Upon completion of excavation, care should be taken to avoid compacting the bottom of the proposed infiltration system. Construction traffic over the bottom of the excavation should be avoided. Otherwise, bottom of infiltration systems should be scarified to enhance infiltration capacity of the soils. GENERAL COMMENTS Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations. Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of Percolation Test Report Proposed Expanded Housing Area ■ Fontana, California July 22, 2020 ■ Terracon Project No. CB205095 Responsive ■ Resourceful ■ Reliable 5 pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended. Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made. Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety and cost estimating, including excavation support and dewatering requirements/design, are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing. Responsive ■ Resourceful ■ Reliable ATTACHMENTS Percolation Test Report Proposed Expanded Housing Area ■ Fontana, California July 22, 2020 ■ Terracon Project No. CB205095 Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 1 of 3 EXPLORATION AND TESTING PROCEDURES Field Exploration The field exploration program consists of the following: Number of Borings Boring Depth (feet) 1 Location 1 21-1/2 See Exploration Plan. 2 5 See Exploration Plan. 2 10 See Exploration Plan. 1. Below ground surface. Boring Layout and Elevations: Unless otherwise noted, Terracon personnel provided the boring layout. Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy of about ±10 feet) and approximate elevations were obtained by interpolation from Google Earth. If elevations and a more precise boring layout are desired, we recommend borings be surveyed following completion of fieldwork. Subsurface Exploration Procedures: We advanced the soil profile boring with truck-mounted drill rig using hollow stem augers. Both a standard penetration test (SPT) sampler (2-inch outer diameter and 1-3/8-inch inner diameter) was utilized in our investigation. The penetration resistance was recorded on the boring logs as the number of hammer blows used to advance the sampler in 6-inch increments (or less if noted). The samplers were driven with an automatic hammer that drops a 140-pound weight 30 inches for each blow. After the required seating, samplers were advanced up to 18 inches, providing up to three sets of blowcounts at each sampling interval. The sampling depths, penetration distances, and other sampling information are recorded on the field boring logs. The recorded blows are raw numbers without any corrections for hammer type (automatic vs. manual cathead). The samples were placed in appropriate containers and taken to our soil laboratory for testing and classification by a Geotechnical Engineer. Our exploration team prepared field boring logs as part of the drilling operations. These field logs included visual classifications of the materials encountered during drilling and our interpretation of the subsurface conditions between samples. Final boring logs were prepared from the field logs. The final boring logs represent the Geotechnical Engineer's interpretation of the field logs and include modifications based on observations and tests of the samples in our laboratory. We observed and recorded groundwater levels during drilling and sampling. For safety purposes, all borings were backfilled with auger cuttings after their completion. Percolation Test Report Proposed Expanded Housing Area ■ Fontana, California July 22, 2020 ■ Terracon Project No. CB205095 Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 2 of 3 Laboratory Testing The project engineer reviewed the field data and assigned laboratory tests to understand the engineering properties of the various soil strata, as necessary, for this project. Procedural standards noted below are for reference to methodology in general. In some cases, variations to methods were applied because of local practice or professional judgment. Standards noted below include reference to other, related standards. Such references are not necessarily applicable to describe the specific test performed. ◼ ASTM D1140 Standard Test Methods for Determining the Amount of Material Finer than 75-μm (No. 200) Sieve in Soils by Washing The laboratory testing program often included examination of soil samples by an engineer. Based on the material’s texture and plasticity, we described and classified the soil samples in accordance with the Unified Soil Classification System. Percolation Testing (Storm Water) San Bernardino County Field Testing: Our percolation tests were performed generally following the test method described Appendix D, of the San Bernardino County, “Technical Guidance Document for Water Quality Management Plans” (2013). Our field percolation test included drilling borings to a depth of 5 to 10 feet below the existing grade using a drill rig and obtaining bulk samples near the bottom of the test borings. The bottoms of the test holes were covered with 2 inches of gravel. In order to prevent caving of the test holes, a 3-inch perforated PVC pipe was placed inside the test hole, and 3/4-inch gravel was placed in the annular space between the PVC pipe and the sides of the hole. A 24-hour pre-soaking period was performed. Per the guideline, gravel packed holes must have four (4) consecutive readings where the water seeps faster than half the initial wetted depth in 30-minute intervals to compensate for the reduced water volume of each pre-soak. Number of Test Borings Test Depth (feet) 1 Location 2 (P-1 & P-2) 5 See Exploration Plan 2 (P-3 & P-4) 10 See Exploration Plan 1. Below ground surface Pre-soaking entailed filling the borehole with clear water to the surface. Testing commenced after all of the water had percolated through the test hole or after 15 hours had elapsed since initiating the pre-soak. Percolation Test Report Proposed Expanded Housing Area ■ Fontana, California July 22, 2020 ■ Terracon Project No. CB205095 Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 3 of 3 The material on site is considered sandy (where four consecutive measurements showed that at least half the distance of the hole seeped away in less than 30 minutes), so the tests were performed for an additional hour with measurements taken every 10 minutes. The drop-in water level that occurred within the final two 10 minutes is used to calculate the percolation rate. Laboratory Testing: Bulk samples were obtained near the bottom of percolation test hole. Sieve analysis testing was performed on the bulk samples in our laboratory. Responsive ■ Resourceful ■ Reliable SITE LOCATION AND EXPLORATION PLANS Contents: Site Location Plan Exploration Plan Note: All attachments are one page unless noted above. SITE LOCATION Proposed Expanded Housing Area ■ Fontana, California July 22, 2020 ■ Terracon Project No. CB205095 MAP 1 PORTRA IT DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS EXPLORATION PLAN Proposed Expanded Housing Area ■ Fontana, California July 22, 2020 ■ Terracon Project No. CB205095 MAP 2 PORTRA IT DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS EXPLORATION RESULTS Contents: Boring Logs (B-1) Boring Logs (P-1 through P-4) Percolation Test Data (P-1 through P-4) Note: All attachments are one page unless noted above. 3-4-5 N=9 2-4-5N=9 8-12-12N=24 4-4-8N=12 5-7-9N=16 86 FILL - SILTY SAND (SM), fine grained, light brown, dry SILTY SAND (SM), fine grained, light grayish brown, dry, loose to medium dense becomes moist POORLY GRADED SAND (SP), grayish brown, moist, medium dense SILT (ML), fine grained, grayish brown, moist, stiff Boring Terminated at 21.5 Feet 1.0 10.0 12.0 21.5 Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual. TH I S B O R I N G L O G I S N O T V A L I D I F S E P A R A T E D F R O M O R I G I N A L R E P O R T . G E O S M A R T L O G - N O W E L L C B 2 0 5 0 9 5 P E R C O L A T I O N T E S T I . G P J T E R R A C O N _ D A T A T E M P L A T E . G D T 7 / 2 2 / 2 0 WA T E R L E V E L OB S E R V A T I O N S DE P T H ( F t . ) 5 10 15 20 FIE L D T E S T RE S U L T S PE R C E N T F I N E S LOCATION SeeExploration Plan Latitude: 34.0508° Longitude: -117.4375° GR A P H I C L O G DEPTH Page 1 of 1 Advancement Method:6" Hollow Stem Auger Abandonment Method: Boring backfilled with auger cuttings upon completion. Notes: Project No.: CB205095 Drill Rig: Mobile LAR BORING LOG NO. B-1 Related Companies of CACLIENT:Irvine, CA Driller: CalPac Drilling Boring Completed: 07-08-2020 PROJECT: Percolation Test Services See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any). See Supporting Information for explanation ofsymbols and abbreviations. 11180 Sierra Ave Fontana, CA SITE: Boring Started: 07-08-2020 1355 E Cooley Dr, Ste CColton, CA WATER LEVEL OBSERVATIONS Groundwater not encountered SA M P L E T Y P E 45 FILL - SILTY SAND (SM), fine grained, light brown, dry SILTY SAND (SM), fine grained, light grayish brown, dry becomes moist Boring Terminated at 5 Feet 1.0 5.0 Stratification lines are approximate. In-situ, the transition may be gradual. TH I S B O R I N G L O G I S N O T V A L I D I F S E P A R A T E D F R O M O R I G I N A L R E P O R T . G E O S M A R T L O G - N O W E L L C B 2 0 5 0 9 5 P E R C O L A T I O N T E S T I . G P J T E R R A C O N _ D A T A T E M P L A T E . G D T 7 / 2 2 / 2 0 WA T E R L E V E L OB S E R V A T I O N S DE P T H ( F t . ) 5 FIE L D T E S T RE S U L T S PE R C E N T F I N E S LOCATION SeeExploration Plan Latitude: 34.051° Longitude: -117.4375° GR A P H I C L O G DEPTH Page 1 of 1 Advancement Method:8" Hollow Stem Auger Abandonment Method: Boring backfilled with auger cuttings and gravel uponcompletion. Notes: Project No.: CB205095 Drill Rig: Mobile LAR BORING LOG NO. P-1 Related Companies of CACLIENT:Irvine, CA Driller: CalPac Drilling Boring Completed: 07-08-2020 PROJECT: Percolation Test Services See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any). See Supporting Information for explanation ofsymbols and abbreviations. 11180 Sierra Ave Fontana, CA SITE: Boring Started: 07-08-2020 1355 E Cooley Dr, Ste CColton, CA WATER LEVEL OBSERVATIONS Groundwater not encountered SA M P L E T Y P E 47 FILL - SILTY SAND (SM), fine grained, light brown, dry SILTY SAND (SM), fine grained, light grayish brown, dry becomes moist Boring Terminated at 5 Feet 1.0 5.0 Stratification lines are approximate. In-situ, the transition may be gradual. TH I S B O R I N G L O G I S N O T V A L I D I F S E P A R A T E D F R O M O R I G I N A L R E P O R T . G E O S M A R T L O G - N O W E L L C B 2 0 5 0 9 5 P E R C O L A T I O N T E S T I . G P J T E R R A C O N _ D A T A T E M P L A T E . G D T 7 / 2 2 / 2 0 WA T E R L E V E L OB S E R V A T I O N S DE P T H ( F t . ) 5 FIE L D T E S T RE S U L T S PE R C E N T F I N E S LOCATION SeeExploration Plan Latitude: 34.0506° Longitude: -117.4375° GR A P H I C L O G DEPTH Page 1 of 1 Advancement Method:8" Hollow Stem Auger Abandonment Method: Boring backfilled with auger cuttings and gravel uponcompletion. Notes: Project No.: CB205095 Drill Rig: Mobile LAR BORING LOG NO. P-2 Related Companies of CACLIENT:Irvine, CA Driller: CalPac Drilling Boring Completed: 07-08-2020 PROJECT: Percolation Test Services See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any). See Supporting Information for explanation ofsymbols and abbreviations. 11180 Sierra Ave Fontana, CA SITE: Boring Started: 07-08-2020 1355 E Cooley Dr, Ste CColton, CA WATER LEVEL OBSERVATIONS Groundwater not encountered SA M P L E T Y P E 35 FILL - SILTY SAND (SM), fine grained, light brown, dry SILTY SAND (SM), fine grained, light grayish brown, dry becomes moist Boring Terminated at 10 Feet 1.0 10.0 Stratification lines are approximate. In-situ, the transition may be gradual. TH I S B O R I N G L O G I S N O T V A L I D I F S E P A R A T E D F R O M O R I G I N A L R E P O R T . G E O S M A R T L O G - N O W E L L C B 2 0 5 0 9 5 P E R C O L A T I O N T E S T I . G P J T E R R A C O N _ D A T A T E M P L A T E . G D T 7 / 2 2 / 2 0 WA T E R L E V E L OB S E R V A T I O N S DE P T H ( F t . ) 5 10 FIE L D T E S T RE S U L T S PE R C E N T F I N E S LOCATION SeeExploration Plan Latitude: 34.0508° Longitude: -117.4375° GR A P H I C L O G DEPTH Page 1 of 1 Advancement Method:8" Hollow Stem Auger Abandonment Method: Boring backfilled with auger cuttings and gravel uponcompletion. Notes: Project No.: CB205095 Drill Rig: Mobile LAR BORING LOG NO. P-3 Related Companies of CACLIENT:Irvine, CA Driller: CalPac Drilling Boring Completed: 07-08-2020 PROJECT: Percolation Test Services See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any). See Supporting Information for explanation ofsymbols and abbreviations. 11180 Sierra Ave Fontana, CA SITE: Boring Started: 07-08-2020 1355 E Cooley Dr, Ste CColton, CA WATER LEVEL OBSERVATIONS Groundwater not encountered SA M P L E T Y P E 73 FILL - SILTY SAND (SM), fine grained, light brown, dry SILTY SAND (SM), fine grained, light grayish brown, dry becomes moist SILT (ML), fine grained, light grayish brown Boring Terminated at 10 Feet 1.0 5.0 10.0 Stratification lines are approximate. In-situ, the transition may be gradual. TH I S B O R I N G L O G I S N O T V A L I D I F S E P A R A T E D F R O M O R I G I N A L R E P O R T . G E O S M A R T L O G - N O W E L L C B 2 0 5 0 9 5 P E R C O L A T I O N T E S T I . G P J T E R R A C O N _ D A T A T E M P L A T E . G D T 7 / 2 2 / 2 0 WA T E R L E V E L OB S E R V A T I O N S DE P T H ( F t . ) 5 10 FIE L D T E S T RE S U L T S PE R C E N T F I N E S LOCATION SeeExploration Plan Latitude: 34.0506° Longitude: -117.4375° GR A P H I C L O G DEPTH Page 1 of 1 Advancement Method:8" Hollow Stem Auger Abandonment Method: Boring backfilled with auger cuttings and gravel uponcompletion. Notes: Project No.: CB205095 Drill Rig: Mobile LAR BORING LOG NO. P-4 Related Companies of CACLIENT:Irvine, CA Driller: CalPac Drilling Boring Completed: 07-08-2020 PROJECT: Percolation Test Services See Exploration and Testing Procedures for adescription of field and laboratory procedures usedand additional data (If any). See Supporting Information for explanation ofsymbols and abbreviations. 11180 Sierra Ave Fontana, CA SITE: Boring Started: 07-08-2020 1355 E Cooley Dr, Ste CColton, CA WATER LEVEL OBSERVATIONS Groundwater not encountered SA M P L E T Y P E Exhibit: Terracon Project No.: CB205095 BORING NUMBER: P-1 LOT No: N/A TRACT No: N/A CLIENT:Related Companies of CA PROJECT:Percolation Test Services DEPTH BEFORE (ft.): 4.5 DATE OF TESTING: DEPTH AFTER (ft.): 4.2 DRILLED BY: PVC PIPE DIA. (in.): 3.0 TESTED BY: PERC HOLE DIA. (in.): 8.0 % VOID (Rock Backfill): 0.50 0.57 Time Total Initial Final Change Initial Final Percolation Infiltration Interval Elapsed Water Water in Water Hole Hole Rate rate Time Level Level Level Depth Depth (Porchet Method) (min.)(min.)(ft.)(in)(ft.)(in)(ft.)(ft.)(in)(ft.)(in)(min./in.)(in/hr) 25 25 0 0 3 11 3.92 4.5 4.2 0.53 6.94 25 50 0 0 3 7 3.58 4.5 4.2 0.58 5.98 10 60 0 0 2 9 2.75 4.5 4.2 0.30 10.03 10 70 0 0 2 7 2.58 4.5 4.2 0.32 9.19 10 80 0 0 2 5 2.42 4.5 4.2 0.34 8.39 10 90 0 0 2 2 2.17 4.5 4.2 0.38 7.26 10 100 0 4 2 2 1.83 4.5 4.2 0.45 6.44 10 110 0 10 2 5 1.58 4.5 4.2 0.53 6.25 KBR GRAVEL PACKING PERCOLATION TEST DATA DATE OF DRILLING:July 8, 2020 July 8, 2020 KBR Exhibit: Terracon Project No.: CB205095 BORING NUMBER: P-2 LOT No: N/A TRACT No: N/A CLIENT:Related Companies of CA PROJECT:Percolation Test Services DEPTH BEFORE (ft.): 4.7 DATE OF TESTING: DEPTH AFTER (ft.): 4.6 DRILLED BY: PVC PIPE DIA. (in.): 3.0 TESTED BY: PERC HOLE DIA. (in.): 8.0 % VOID (Rock Backfill): 0.50 0.57 Time Total Initial Final Change Initial Final Percolation Infiltration Interval Elapsed Water Water in Water Hole Hole Rate rate Time Level Level Level Depth Depth (Porchet Method) (min.)(min.)(ft.)(in)(ft.)(in)(ft.)(ft.)(in)(ft.)(in)(min./in.)(in/hr) 42 42 0 0 5 0 5.00 4.7 4.6 0.70 6.14 25 67 0 0 3 4 3.33 4.7 4.6 0.63 5.06 10 77 0 0 0 11 0.92 4.7 4.6 0.91 2.52 10 87 0 0 0 10 0.83 4.7 4.6 1.00 2.27 10 97 0 0 0 10 0.83 4.7 4.6 1.00 2.27 10 107 0 0 0 9 0.75 4.7 4.6 1.11 2.02 10 117 0 0 0 9 0.75 4.7 4.6 1.11 2.02 10 127 0 0 0 8 0.67 4.7 4.6 1.25 1.78 KBR GRAVEL PACKING PERCOLATION TEST DATA DATE OF DRILLING:July 8, 2020 July 8, 2020 KBR Exhibit: Terracon Project No.: CB205095 BORING NUMBER: P-3 LOT No: N/A TRACT No: N/A CLIENT:Related Companies of CA PROJECT:Percolation Test Services DEPTH BEFORE (ft.): 9.3 DATE OF TESTING: DEPTH AFTER (ft.): 9.0 DRILLED BY: PVC PIPE DIA. (in.): 3.0 TESTED BY: PERC HOLE DIA. (in.): 8.0 % VOID (Rock Backfill): 0.50 0.57 Time Total Initial Final Change Initial Final Percolation Infiltration Interval Elapsed Water Water in Water Hole Hole Rate rate Time Level Level Level Depth Depth (Porchet Method) (min.)(min.)(ft.)(in)(ft.)(in)(ft.)(ft.)(in)(ft.)(in)(min./in.)(in/hr) 25 25 4 7 9 2 4.58 9.3 9.0 0.45 8.39 25 50 4 3 8 10 4.58 9.3 9.0 0.45 7.45 10 60 4 7 7 10 3.25 9.3 9.0 0.26 11.86 10 70 4 11 7 6 2.58 9.3 9.0 0.32 9.43 10 80 4 7 7 5 2.83 9.3 9.0 0.29 9.72 10 90 4 5 7 3 2.83 9.3 9.0 0.29 9.28 10 100 5 2 7 2 2.00 9.3 9.0 0.42 7.21 10 110 5 0 7 0 2.00 9.3 9.0 0.42 6.86 KBR GRAVEL PACKING PERCOLATION TEST DATA DATE OF DRILLING:July 8, 2020 July 8, 2020 KBR Exhibit: Terracon Project No.: CB205095 BORING NUMBER: P-4 LOT No: N/A TRACT No: N/A CLIENT:Related Companies of CA PROJECT:Percolation Test Services DEPTH BEFORE (ft.): 9.8 DATE OF TESTING: DEPTH AFTER (ft.): 9.6 DRILLED BY: PVC PIPE DIA. (in.): 3.0 TESTED BY: PERC HOLE DIA. (in.): 8.0 % VOID (Rock Backfill):0.50 0.57 Time Total Initial Final Change Initial Final Percolation Infiltration Interval Elapsed Water Water in Water Hole Hole Rate rate Time Level Level Level Depth Depth (Porchet Method) (min.)(min.)(ft.)(in)(ft.)(in)(ft.)(ft.)(in)(ft.)(in)(min./in.)(in/hr) 25 25 3 0 6 8 3.67 9.8 9.6 0.57 3.46 25 50 3 6 6 6 3.00 9.8 9.6 0.69 2.93 10 60 3 6 4 11 1.42 9.8 9.6 0.59 2.98 10 70 4 11 6 1 1.17 9.8 9.6 0.71 3.17 10 80 4 2 5 7 1.42 9.8 9.6 0.59 3.37 10 90 4 4 5 6 1.17 9.8 9.6 0.71 2.80 10 100 4 2 5 4 1.17 9.8 9.6 0.71 2.71 10 110 5 4 6 2 0.83 9.8 9.6 1.00 2.40 GRAVEL PACKING PERCOLATION TEST DATA DATE OF DRILLING: KBR KBR July 8, 2020 July 8, 2020 SUPPORTING INFORMATION Contents: General Notes Unified Soil Classification System Note: All attachments are one page unless noted above. Percolation Test Services Fontana, CA Terracon Project No. CB205095 0.25 to 0.50 > 4.00 2.00 to 4.00 1.00 to 2.00 0.50 to 1.00 less than 0.25 Unconfined Compressive Strength Qu, (tsf) Auger Cuttings Standard PenetrationTest N (HP) (T) (DCP) UC (PID) (OVA) Standard Penetration Test Resistance (Blows/Ft.) Hand Penetrometer Torvane Dynamic Cone Penetrometer Unconfined CompressiveStrength Photo-Ionization Detector Organic Vapor Analyzer SAMPLING WATER LEVEL FIELD TESTS GENERAL NOTES DESCRIPTION OF SYMBOLS AND ABBREVIATIONS Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occurover time. In low permeability soils, accurate determination of groundwater levels is not possiblewith short term water level observations. Water Initially Encountered Water Level After a Specified Period of Time Water Level After a Specified Period of Time Cave InEncountered Exploration point locations as shown on the Exploration Plan and as noted on the soil boring logs in the form of Latitude andLongitude are approximate. See Exploration and Testing Procedures in the report for the methods used to locate theexploration points for this project. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. LOCATION AND ELEVATION NOTES Soil classification as noted on the soil boring logs is based Unified Soil Classification System. Where sufficient laboratory dataexist to classify the soils consistent with ASTM D2487 "Classification of Soils for Engineering Purposes" this procedure is used.ASTM D2488 "Description and Identification of Soils (Visual-Manual Procedure)" is also used to classify the soils, particularly where insufficient laboratory data exist to classify the soils in accordance with ASTM D2487. In addition to USCS classification, coarse grained soils are classified on the basis of their in-place relative density, and fine-grained soils are classified on the basisof their consistency. See "Strength Terms" table below for details. The ASTM standards noted above are for reference tomethodology in general. In some cases, variations to methods are applied as a result of local practice or professional judgment. DESCRIPTIVE SOIL CLASSIFICATION The soil boring logs contained within this document are intended for application to the project as described in this document. Use of these soil boring logs for any other purpose may not be appropriate. RELEVANCE OF SOIL BORING LOG STRENGTH TERMS Standard Penetration or N-Value Blows/Ft. Descriptive Term (Density) Hard 15 - 30Very Stiff> 50Very Dense 8 - 15Stiff30 - 50Dense 4 - 8Medium Stiff10 - 29Medium Dense 2 - 4Soft4 - 9Loose 0 - 1Very Soft0 - 3Very Loose (50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manualprocedures or standard penetration resistance > 30 Descriptive Term (Consistency) Standard Penetration or N-Value Blows/Ft. (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance CONSISTENCY OF FINE-GRAINED SOILSRELATIVE DENSITY OF COARSE-GRAINED SOILS UNIFIED SOIL CLASSIFICATION SYSTEM UNIFIED SOI L CLASSI FICATI ON SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification Group Symbol Group Name B Coarse-Grained Soils: More than 50% retained on No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels: Less than 5% fines C Cu 4 and 1 Cc 3 E GW Well-graded gravel F Cu 4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F Gravels with Fines: More than 12% fines C Fines classify as ML or MH GM Silty gravel F, G, H Fines classify as CL or CH GC Clayey gravel F, G, H Sands: 50% or more of coarse fraction passes No. 4 sieve Clean Sands: Less than 5% fines D Cu 6 and 1 Cc 3 E SW Well-graded sand I Cu 6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I Sands with Fines: More than 12% fines D Fines classify as ML or MH SM Silty sand G, H, I Fines classify as CL or CH SC Clayey sand G, H, I Fine-Grained Soils: 50% or more passes the No. 200 sieve Silts and Clays: Liquid limit less than 50 Inorganic: PI 7 and plots on or above “A” line J CL Lean clay K, L, M PI 4 or plots below “A” line J ML Silt K, L, M Organic: Liquid limit - oven dried 0.75 OL Organic clay K, L, M, N Liquid limit - not dried Organic silt K, L, M, O Silts and Clays: Liquid limit 50 or more Inorganic: PI plots on or above “A” line CH Fat clay K, L, M PI plots below “A” line MH Elastic Silt K, L, M Organic: Liquid limit - oven dried 0.75 OH Organic clay K, L, M, P Liquid limit - not dried Organic silt K, L, M, Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-mm) sieve. B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay. E Cu = D60/D10 Cc = 6010 2 30 DxD )(D F If soil contains 15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add “with organic fines” to group name. I If soil contains 15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant. L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to group name. M If soil contains 30% plus No. 200, predominantly gravel, add “gravelly” to group name. N PI 4 and plots on or above “A” line. O PI 4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line. Section 6.1.5 BMP Details Section 6.2 Electronic Data Submittal (Exhibits) To be provided at later date Section 6.3 O&M and Covenant To be provided at later date Section 6.4 Supporting Documentation -Educational Materials -Worksheet H -NOAA Rainfall Data -HCOC Map Proteja a su familiayasucomunidad cuando utilice pesticidas y fertilizantes. ESTRATÉGICAMENTE aplique productos en su césped solamente cuando no se espera lluvia. ESCASAMENTE aplique los productos directamente en el área en donde exista el problema en lugar de distribuirlo en todo el jardín. ELIMINE productos tóxicos sanamente. El Condado de San Bernardino ofrece 9 centros de recolección que aceptan pesticidas, fertilizantes y otros desechos tóxicos GRATUITAMENTE. sbcounty.gov/stormwater (800) CLEANUP Arte Cortesía del Programa de Agua Pluvial de la Ciudad de Los Angeles. Impreso en papel reciclado. UN JARDÍNSANO: MUCHODEPENDEDEÉL. Para reportar actividades ilegales llamar al (877) WASTE18 o visite sbcountystormwater.org ASAFEGARDEN: A LOTDEPENDSONIT. SPOT-APPLY pesticides directly on the problem rather than blanketing the whole area. sbcountystormwater.org Artwork Courtesy of the City of Los Angeles Stormwater Program. Printed on recycled paper. (877) WASTE18 ESCASAMENTE aplique pesticidas directamente en el problema en lugar de distribuirlo en todo el jardín. UN J ARDÍNSANO: MUCHODEPENDEDEEL. Arte Cortesía del Programa de Agua Pluvial de la Ciudad de Los Angeles. Impreso en papel reciclado. sbcountystormwater.org (877) WASTE18 ASAFEGARDEN: A LOTDEPENDSONIT. Protect your family and community when using pesticides and fertilizers. STRATEGICALLY apply products on your lawn when rain is not expected. Rain can wash toxic chemicals from your lawn into local waterways. SPOT-APPLY products directly on the problem instead of the whole area. Use less chemicals, and conserve the supply of your product. SAFELY dispose of unwanted products. The County of San Bernardino offers 9 HHW Centers that accept pesticides, fertilizers and other toxic waste FREE of charge. Artwork Courtesy of the City of Los Angeles Stormwater Program. Printed on recycled paper. sbcounty.gov/stormwater (800) CLEANUP To report illegal dumping, call (877) WASTE18 or visit sbcountystormwater.org UN JARDÍNSANO: MUCHODEPENDEDEÉL. Proteja a su familiayasucomunidad cuando utilice pesticidas y fertilizantes. ESTRATÉGICAMENTE aplique productos en su césped solamente cuando no se espera lluvia. La lluvia puede llevarse químicos tóxicos de su césped hacia los canales pluviales en su área. ESCASAMENTE aplique los productos directamente en el área en donde exista el problema en lugar de distribuirlo en todo el jardín. Así, utilizará menos productos químicos y le rendirá más. ELIMINE productos tóxicos sanamente. El Condado de San Bernardino ofrece 9 centros de recolección que aceptan pesticidas, fertilizantes y otros desechos tóxicos GRATUITAMENTE. Arte Cortesía del Programa de Agua Pluvial de la Ciudad de Los Angeles. Impreso en papel reciclado. sbcounty.gov/stormwater (800) CLEANUP Para reportar actividades ilegales llamar al (877) WASTE18 o visite sbcountystormwater.org TO O T O X I C T O T R A S H Di s p o s e o f y o u r HO U S E H O L D H A Z A R D O U S W A S T E (H H W ) a t a FR E E HH W C e n t e r n e a r yo u . E x a m p l e s o f i t e m s c o l l e c t e d : p e s t i c i d e s , f e r t i l i z e r s , p a i n t s , c l e a n e r s , a n t i f r e e z e , ba t t e r i e s , m o t o r o i l , o i l f i l t e r s , a n d e l e c t r o n i c w a s t e . To r e p o r t i l l e g a l d u m p i n g , c a l l (8 7 7 ) W A S T E 1 8 or v i s i t sb c o u n t y s t o r m w a t e r . o r g SE R V I C E A R E A L O C A T I O N D A Y S O P E N H O U R S Bi g B e a r L a k e 42 0 4 0 G a r s t i n D r . ( c r o s s : B i g B e a r B l v d . ) S a t u r d a y s 9 a . m . - 2 p . m . Ch i n o 50 5 0 S c h a e f e r A v e . ( c r o s s : 4 t h S t . ) 2 nd &4 th Sa t . 8 a . m . - 1 p . m . Fo n t a n a (F o n t a n a r e s i d e n t s o n l y ) 16 4 5 4 O r a n g e W a y ( c r o s s : C y p r e s s A v e . ) S a t u r d a y s 8 a . m . - 1 2 p . m . On t a r i o 14 3 0 S . C u c a m o n g a A v e . ( c r o s s : B e l m o n t S t . ) F r i . & S a t . 9 a . m . - 2 p . m . Ra n c h o C u c a m o n g a 87 9 4 L i o n S t r e e t . ( O f f 9 t h S t , b e t w e e n V i n e y a r d a n d H e l l m a n ) S a t u r d a y s 8 a . m . - 1 2 p . m . Re d l a n d s 50 0 K a n s a s S t . ( c r o s s : P a r k A v e . ) S a t u r d a y s 9: 3 0 a . m . - 1 2 : 3 0 p . m . Ri a l t o 24 6 W i l l o w A v e . ( c r o s s : R i a l t o A v e . ) 2 nd &4 th Fr i . & S a t . 8 a . m . - 1 2 p . m . Sa n B e r n a r d i n o 28 2 4 E a s t ‘ W ’ S t . , 3 0 2 ( c r o s s : V i c t o r i a A v e . ) M o n . – F r i . 9 a . m . - 4 p . m . Up l a n d 13 7 0 N . B e n s o n A v e . ( c r o s s : 1 4 t h S t . ) S a t u r d a y s 9 a . m . - 2 p . m . TA K E O N E Ar t w o r k C o u r t e s y o f t h e C i t y o f L o s A n g e l e s S t o r m w a t e r P r o g r a m . P r i n t e d o n r e c y c l e d p a p e r . No t e : P r o v i d e a t r a s h b i l l a n d a dr i v e r ’ s l i c e n s e a s p r o o f o f r e s i d e n c y . (d o e s n o t a c c e p t E - w a s t e ) (d o e s n o t a c c e p t E - w a s t e ) TO M E U N O MU Y T Ó X I C O P A R A L A B A S U R A De s h á g a s e d e s u s DE S E C H O S P E L I G R O S O S gr a t u i t a m e n t e e n u n c e n t r o d e r e c o l e c c i ó n ce r c a d e u s t e d . E j e m p l o s d e a r t í c u l o s q u e s e a c e p t a n : p e s t i c i d a s , f e r t i l i z a n t e s , p i n t u r a s , li m p i a d o r e s , a n t i c o n g e l a n t e , b a t e r í a s , a c e i t e d e m o t o r e s y f i l t r o s , y a p a r a t o s e l e c t r ó n i c o s . Ar t e C o r t e s í a d e l P r o g r a m a d e A g u a P l u v i a l d e l a C i u d a d d e L o s A n g e l e s . I m p r e s o e n p a p e l r e c i c l a d o . ÁR E A D E S E R V I C I O U B I C A C I Ó N A B I E R T O H O R A R I O Bi g B e a r L a k e 42 0 4 0 G a r s t i n D r . ( B i g B e a r B l v d . ) S á b a d o 9 a . m . - 2 p . m . Ch i n o 50 5 0 S c h a e f e r A v e . ( 4 t h S t . ) 2 nd &4 th Sá b a d o 8 a . m . - 1 p . m . Fo n t a n a 16 4 5 4 O r a n g e W a y ( C y p r e s s A v e . ) S á b a d o 8 a . m . - 1 2 p . m . On t a r i o 14 3 0 S . C u c a m o n g a A v e . ( B e l m o n t S t . ) V i e r n e s & S á b a d o 9 a . m . - 2 p . m . Ra n c h o C u c a m o n g a 87 9 4 L i o n S t r e e t ( O f f 9 t h S t , b e t w e e n V i n e y a r d & H e l l m a n ) S á b a d o 8 a . m . - 1 2 p . m . Re d l a n d s 50 0 K a n s a s S t . ( P a r k A v e . ) S á b a d o 9: 3 0 a . m . - 1 2 : 3 0 p . m . Ri a l t o 24 6 W i l l o w A v e . ( R i a l t o A v e . ) 2 nd &4 th Vi r n e s & S á b a d o 8a . m . - 1 2 p . m . Sa n B e r n a r d i n o 28 2 4 E a s t ‘ W ’ S t . , 3 0 2 ( V i c t o r i a A v e . ) L u n e s – V i e r n e s 9 a . m . - 4 p . m . Up l a n d 13 7 0 N . B e n s o n A v e . ( 1 4 t h S t . ) S á b a d o 9 a . m . - 2 p . m . No t a : P r e s e n t a r u n r e c i b o d e ba s u r a y l i c e n c i a d e c o n d u c i r co m o p r u e b a d e r e s i d e n c i a . Pa r a r e p o r t a r a c t i v i d a d e s i l e g a l e s l l a m a r a l (8 7 7 ) W A S T E 1 8 o v i s i t e sb c o u n t y s t o r m w a t e r . o r g (n o s e a c e p t a m a t e r i a l e s e l e c t r o n i c a s ) (n o s e a c e p t a m a t e r i a l e s e l e c t r o n i c a s ) (r e s i d e n t e s d e F o n t a n a s o l a m e n t e ) WEDIDITOURSELVES ANDWEDIDITRIGHT Artwork Courtesy of the City of Los Angeles Stormwater Program. Printed on recycled paper. sbcounty.gov/stormwater (800) CLEANUP Paint S L YFEA PAINTS that are water-based are less toxic and should be used whenever possible. BRUSHES with water-based paint should be washed in the sink. Those with oil-based paint should be cleaned with paint thinner. SAFELY dispose of unwanted paint. The County of San Bernardino offers 9 HHW Centers that accept paint and other toxic waste FREE of charge. ‘ To report illegal dumping, call (877) WASTE18 or visit sbcountystormwater.org LOHICIMOSNOSOTROSMISMOS YLOHICIMOSBIEN Pinte De Manera AANS PINTURAS a base de agua son menos tóxicas y debe de utilizarlas cuando sea posible. BROCHAS a base de agua deben ser lavadas en el lavabo. Esas con pintura a base de aceite deben ser limpiadas con disolvente. SANAMENTE deshágase de la pintura que no necesita. El Condado de San Bernardino ofrece 9 centros de recolección que aceptan pintura y otros desechos tóxicos GRATUITAMENTE. Arte Cortesía del Programa de Agua Pluvial de la Ciudad de Los Angeles. Impreso en papel reciclado. sbcounty.gov/stormwater (800) CLEANUP Para reportar actividades ilegales llamar al (877) WASTE18 o visite sbcountystormwater.org WEDIDITOURSELVES ANDWEDIDITRIGHT When painting your home, protect your family and community. PAINTS that are water-based are less toxic and should be used whenever possible. BRUSHES with water-based paint should be washed in the sink. Those with oil-based paint should be cleaned with paint thinner. SAFELY dispose of unwanted paint. The County of San Bernardino offers 9 HHW Centers that accept paint and other toxic waste FREE of charge. Artwork Courtesy of the City of Los Angeles Stormwater Program. Printed on recycled paper. sbcounty.gov/stormwater (800) CLEANUP sbcountystormwater.org (877) WASTE18 To report illegal dumping, call (877) WASTE18 or visit sbcountystormwater.org LOHICIMOSNOSOTROSMISMOS YLOHICIMOSBIEN Cuando pinte su casa, proteja a su familiayasucomunidad. PINTURAS a base de agua son menos tóxicas y debe de utilizarlas cuando sea posible. BROCHAS a base de agua deben ser lavadas en el lavabo. Esas con pintura a base de aceite deben ser limpiadas con disolvente. SANAMENTE deshágase de la pintura que no necesita. El Condado de San Bernardino ofrece 9 centros de recolección que aceptan pintura y otros desechos tóxicos GRATUITAMENTE. Arte Cortesía del Programa de Agua Pluvial de la Ciudad de Los Angeles. Impreso en papel reciclado. sbcounty.gov/stormwater (800) CLEANUP sbcountystormwater.org (877) WASTE18 Para reportar actividades ilegales llamar al (877) WASTE18 o visite sbcountystormwater.org When painting your home, protect your family and community. PAINTS that are water-based are less toxic and should be used whenever possible. BRUSHES with water-based paint should be washed in the sink. Those with oil-based paint should be cleaned with paint thinner. SAFELY dispose of unwanted paint. The County of San Bernardino offers 9 HHW Centers that accept paint and other toxic waste FREE of charge. sbcounty.gov/stormwater (800) CLEANUP WEDIDITOURSELVES ANDWEDIDITRIGHT Artwork Courtesy of the City of Los Angeles Stormwater Program. Printed on recycled paper. To report illegal dumping, call (877) WASTE18 or visit sbcountystormwater.org LOHICIMOSNOSOTROSMISMOS YLOHICIMOSBIEN Cuando pinte su casa, proteja a su familiayasucomunidad. PINTURAS a base de agua son menos tóxicas y debe de utilizarlas cuando sea posible. BROCHAS a base de agua deben ser lavadas en el lavabo. Esas con pintura a base de aceite deben ser limpiadas con disolvente. SANAMENTE deshágase de la pintura que no necesita. El Condado de San Bernardino ofrece 9 centros de recolección que aceptan pintura y otros desechos tóxicos GRATUITAMENTE. sbcounty.gov/stormwater (800) CLEANUP Arte Cortesía del Programa de Agua Pluvial de la Ciudad de Los Angeles. Impreso en papel reciclado. Para reportar actividades ilegales llamar al (877) WASTE18 o visite sbcountystormwater.org Worksheet H: Factor of Safety and Design Infiltration Rate Worksheet Factor Category Factor Description Assigned Weight (w) Factor Value (v) Product (p) p = w x v A Suitability Assessment Soil assessment methods 0.25 1 0.25 Predominant soil texture 0.25 1 0.25 Site soil variability 0.25 1 0.25 Depth to groundwater / impervious layer 0.25 1 0.25 Suitability Assessment Safety Factor, SA = Sp B Design Tributary area size 0.25 1 0.25 Level of pretreatment/ expected sediment loads 0.25 1 0.25 Redundancy 0.25 1 0.25 Compaction during construction 0.25 1 0.25 Design Safety Factor, SB = Sp Combined Safety Factor, Stotal= SA x SB 2.00 Observed Infiltration Rate, inch/hr, Kobserved (corrected for test-specific bias)1 2.5 in/hr Design Infiltration Rate, in/hr, Kdesign = Kobserved / Stotal 1.25 in/hr Supporting Data Briefly describe infiltration test and provide reference to test forms: See geotechnical report Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0. 1 - Kobserved is the vertical infiltration measured in the field, before applying a factor of safety. If field testing measures a rate that is different than the vertical infiltration rate (for example, three- dimensional borehole percolation rate), then this rate must be adjusted by an acceptable method (for example, Porchet method) to yield the field estimate of vertical infiltration rate, Kobserved. Worksheets from Orange County Technical Guidance Document (12-20-2013) See TGD for instructions and/or examples related to these worksheets www.ocwatersheds.com/WQMP.aspx 7/29/2019 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.0530&lon=-117.4927&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 6, Version 2 Location name: Fontana, California, USA* Latitude: 34.053°, Longitude: -117.4927° Elevation: 954.42 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, SandraPavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, GeoffreyBonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.102 (0.085‑0.124) 0.134 (0.112‑0.163) 0.177 (0.147‑0.215) 0.212 (0.175‑0.260) 0.260 (0.207‑0.331) 0.298 (0.232‑0.387) 0.337 (0.256‑0.449) 0.378 (0.278‑0.518) 0.435 (0.307‑0.622) 0.480 (0.327‑0.711) 10-min 0.147 (0.122‑0.177) 0.193 (0.160‑0.234) 0.254 (0.211‑0.309) 0.304 (0.250‑0.373) 0.373 (0.297‑0.474) 0.427 (0.332‑0.555) 0.483 (0.366‑0.643) 0.542 (0.399‑0.742) 0.623 (0.440‑0.891) 0.688 (0.468‑1.02) 15-min 0.177 (0.148‑0.215) 0.233 (0.194‑0.283) 0.307 (0.255‑0.373) 0.368 (0.303‑0.451) 0.451 (0.359‑0.573) 0.517 (0.402‑0.671) 0.584 (0.443‑0.778) 0.655 (0.483‑0.898) 0.753 (0.532‑1.08) 0.831 (0.566‑1.23) 30-min 0.267 (0.222‑0.323) 0.351 (0.292‑0.425) 0.462 (0.384‑0.562) 0.553 (0.456‑0.679) 0.679 (0.540‑0.863) 0.778 (0.605‑1.01) 0.879 (0.667‑1.17) 0.986 (0.727‑1.35) 1.13 (0.800‑1.62) 1.25 (0.852‑1.86) 60-min 0.393 (0.327‑0.476) 0.516 (0.430‑0.626) 0.680 (0.564‑0.827) 0.814 (0.670‑0.999) 1.00 (0.795‑1.27) 1.15 (0.891‑1.49) 1.29 (0.982‑1.72) 1.45 (1.07‑1.99) 1.67 (1.18‑2.39) 1.84 (1.25‑2.73) 2-hr 0.584 (0.487‑0.707) 0.759 (0.632‑0.920) 0.986 (0.818‑1.20) 1.17 (0.963‑1.43) 1.42 (1.13‑1.80) 1.61 (1.25‑2.09) 1.80 (1.37‑2.40) 2.00 (1.48‑2.74) 2.27 (1.60‑3.25) 2.49 (1.69‑3.69) 3-hr 0.738 (0.616‑0.894) 0.956 (0.796‑1.16) 1.24 (1.03‑1.50) 1.46 (1.20‑1.79) 1.76 (1.40‑2.24) 1.99 (1.55‑2.58) 2.22 (1.68‑2.96) 2.46 (1.81‑3.37) 2.77 (1.96‑3.97) 3.02 (2.06‑4.47) 6-hr 1.05 (0.872‑1.27) 1.35 (1.13‑1.64) 1.74 (1.45‑2.12) 2.05 (1.69‑2.52) 2.46 (1.96‑3.12) 2.76 (2.15‑3.59) 3.07 (2.33‑4.08) 3.37 (2.48‑4.62) 3.78 (2.67‑5.40) 4.08 (2.78‑6.05) 12-hr 1.37 (1.15‑1.67) 1.79 (1.49‑2.17) 2.32 (1.92‑2.82) 2.73 (2.25‑3.35) 3.26 (2.60‑4.14) 3.66 (2.85‑4.75) 4.04 (3.07‑5.38) 4.43 (3.26‑6.07) 4.92 (3.48‑7.05) 5.30 (3.61‑7.85) 24-hr 1.84 (1.63‑2.12) 2.43 (2.15‑2.81) 3.18 (2.80‑3.68) 3.76 (3.29‑4.38) 4.51 (3.82‑5.43) 5.06 (4.19‑6.22) 5.59 (4.53‑7.04) 6.12 (4.82‑7.92) 6.80 (5.15‑9.18) 7.31 (5.35‑10.2) 2-day 2.23 (1.97‑2.57) 3.01 (2.66‑3.47) 4.00 (3.53‑4.63) 4.79 (4.19‑5.58) 5.81 (4.92‑7.01) 6.58 (5.46‑8.09) 7.33 (5.94‑9.24) 8.09 (6.37‑10.5) 9.07 (6.87‑12.2) 9.81 (7.18‑13.7) 3-day 2.42 (2.14‑2.79) 3.33 (2.94‑3.84) 4.49 (3.96‑5.19) 5.41 (4.74‑6.31) 6.64 (5.63‑8.01) 7.57 (6.28‑9.31) 8.50 (6.88‑10.7) 9.43 (7.43‑12.2) 10.7 (8.08‑14.4) 11.6 (8.50‑16.2) 4-day 2.63 (2.33‑3.03) 3.65 (3.22‑4.21) 4.96 (4.38‑5.74) 6.02 (5.27‑7.03) 7.44 (6.30‑8.97) 8.52 (7.07‑10.5) 9.60 (7.78‑12.1) 10.7 (8.44‑13.9) 12.2 (9.22‑16.4) 13.3 (9.74‑18.6) 7-day 3.04 (2.69‑3.50) 4.27 (3.77‑4.93) 5.88 (5.18‑6.80) 7.19 (6.29‑8.39) 8.97 (7.60‑10.8) 10.3 (8.58‑12.7) 11.7 (9.51‑14.8) 13.2 (10.4‑17.1) 15.1 (11.4‑20.4) 16.6 (12.2‑23.2) 10-day 3.28 (2.91‑3.79) 4.64 (4.10‑5.36) 6.44 (5.68‑7.45) 7.92 (6.93‑9.24) 9.94 (8.42‑12.0) 11.5 (9.56‑14.2) 13.1 (10.6‑16.5) 14.8 (11.7‑19.2) 17.1 (12.9‑23.1) 18.9 (13.8‑26.3) 20-day 3.87 (3.42‑4.46) 5.54 (4.90‑6.39) 7.80 (6.87‑9.02) 9.69 (8.47‑11.3) 12.3 (10.4‑14.9) 14.4 (12.0‑17.8) 16.6 (13.5‑20.9) 18.9 (14.9‑24.5) 22.1 (16.8‑29.9) 24.7 (18.1‑34.5) 30-day 4.56 (4.04‑5.26) 6.55 (5.79‑7.56) 9.26 (8.16‑10.7) 11.6 (10.1‑13.5) 14.8 (12.5‑17.9) 17.4 (14.5‑21.4) 20.2 (16.3‑25.4) 23.1 (18.2‑29.9) 27.2 (20.6‑36.7) 30.6 (22.4‑42.7) 45-day 5.40 (4.78‑6.23) 7.70 (6.81‑8.89) 10.9 (9.61‑12.6) 13.6 (11.9‑15.9) 17.5 (14.9‑21.1) 20.7 (17.2‑25.5) 24.1 (19.5‑30.4) 27.7 (21.9‑35.9) 32.9 (24.9‑44.4) 37.2 (27.2‑51.9) 60-day 6.32 (5.60‑7.29) 8.92 (7.89‑10.3) 12.6 (11.1‑14.5) 15.7 (13.7‑18.3) 20.2 (17.1‑24.4) 23.9 (19.8‑29.4) 27.9 (22.6‑35.1) 32.2 (25.4‑41.7) 38.3 (29.0‑51.7) 43.4 (31.8‑60.6) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (fora given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are notchecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top 7/29/2019 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.0530&lon=-117.4927&data=depth&units=english&series=pds 2/4 PF graphical Back to Top Maps & aerials Small scale terrain 7/29/2019 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.0530&lon=-117.4927&data=depth&units=english&series=pds 3/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 7/29/2019 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.0530&lon=-117.4927&data=depth&units=english&series=pds 4/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi