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HomeMy WebLinkAboutAppendix B_WQMP and Drainage Report❖ APPENDICES ❖ APPENDIX B WQMP and PRELIMINARY DRAINAGE REPORT ❖ APPENDICES ❖ APPENDIX B WQMP Water Quality Management Plan For: Fontana Multi-Tenant NWC San Bernardino Ave. & Sierra Ave. APN: 0193-251-40, 0193-251-39, 0193-251-37, 0193-242-35 Prepared for: Frontier Real Estate Investment 610 Newport Center Drive, Suite 1520 Newport Beach, CA. 92660 Prepared by: Blue Peak Engineering, Inc. 18543 Yorba Linda Blvd. #235 Yorba Linda, CA. 92886 Submittal Date: 01/20/2020 Revision Date: ____________________ Approval Date:_____________________ Water Quality Management Plan (WQMP) Owner’s Certification Project Owner’s Certification This Water Quality Management Plan (WQMP) has been prepared for Frontier Real Estate Investment by Blue Peak Engineering. 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): TBD Grading Permit Number(s): TBD Tract/Parcel Map Number(s): TBD Building Permit Number(s): TBD CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): 0193-251-40, 0193-251-39, 0193- 251-37, 0193-242-35 Owner’s Signature Owner Name: Maywo U.S.A. Corporation, a California Corporation Title Company Address Email Telephone # Signature Date Water Quality Management Plan (WQMP) Contents Preparer’s Certification Project Data Permit/Application Number(s): TBD Grading Permit Number(s): TBD Tract/Parcel Map Number(s): TBD Building Permit Number(s): TBD CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): 0193-251-40, 0193-251- 39, 0193-251-37, 0193- 242-35 “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: Kimberly Johnson, P.E. PE Stamp Below Title Project Manager Company Blue Peak Engineering Address 18543 Yorba Linda Blvd. #235, Yorba Linda CA. 92886 Email kjohnson@bluepeakeng.com Telephone # 562.537.6038 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 Form 4.2-4 HCOC Assessment for Time of Concentration .................................................. 4-10 Water Quality Management Plan (WQMP) Contents iii Form 4.2-5 HCOC Assessment for Peak Runoff .................................................................... 4-11 Form 4.3-1 Infiltration BMP Feasibility ................................................................................ 4-13 Form 4.3-2 Site Design Hydrologic Source Control BMP ..................................................... 4-14 Form 4.3-3 Infiltration LID BMP ........................................................................................... 4-17 Form 4.3-4 Harvest and Use BMP ......................................................................................... 4-18 Form 4.3-5 Selection and Evaluation of Biotreatment BMP ................................................ 4-19 Form 4.3-6 Volume Based Biotreatment – Bioretention and Planter Boxes w/Underdrains 4-20 Form 4.3-7 Volume Based Biotreatment- Constructed Wetlands and Extended Detention 4-21 Form 4.3-8 Flow Based Biotreatment ................................................................................... 4-22 Form 4.3-9 Conformance Summary and Alternative Compliance Volume Estimate .......... 4-23 Form 4.3-10 Hydromodification Control BMP ..................................................................... 4-24 Form 5-1 BMP Inspection and Maintenance ........................................................................ 5-1 Appendix 1- Site Plan and Drainage Plan and Maps Appendix 2- Conditions of Approval Appendix 3- Covenant and Agreement and Operation and Maintenance Plan Appendix 4- BMP Calculations Appendix 5- Hydromodifications Appendix 6- Non-Structural BMPs Appendix 7- Geotechnical Report Appendix 8- Owner Information/Lease Agreement/Activity Restrictions Appendix 9- Local Implementation Plan Appendix 10- Proprietor Device Product Information Water Quality Management Plan (WQMP) 1-1 Section 1 Discretionary Permit(s) Form 1-1 Project Information Project Name Fontana Multi-Tenant Project Owner Contact Name: Gavin Reid – Owner’s Representative (Frontier Real Estate Investment) Mailing Address: 610 Newport Center Drive, Suite 1520 Newport Beach, CA. 92660 E-mail Address: gavin@frontierrei.com Telephone: 949.800.8341 Permit/Application Number(s): TBD Tract/Parcel Map Number(s): TBD Additional Information/ Comments: TBD Description of Project: The project includes the redevelopment of 7 acres, including a new anchor tenant with approximately 41,000 square foot commercial building, including a truck dock, three new Pad stores approximately 5,000 square feet, 2,300 square feet, and 6,400 square feet. Each of the pad building with have an associated drive-thru. The redevelopment also includes new parking lot and landscape area. The DCV, as calculated herein, will be treated using underground infiltration thru the use of Maxwell Torrent Drywells and the Layfield Stormtank Underground Infiltration system. The maximum extent of practical principle has been applied and the onsite has been sized for the DCV of the onsite runoff. All onsite inlets and trench drains will have pre-treatment filter inserts. The recently developed Dunkin Donuts parcel just north of the redevelopment, has also installed a Layfield Stormtank Underground Infiltration system (in 2019) which treats the required DCV. As part of the redevelopment, we will connect to the existing storm drain stub downstream of the existing Layfield Stormtank Underground Infiltration system, and pipe the high-flow through the redevelopment’s site, which will ultimately discharge onto San Bernardino Ave. Water Quality Management Plan (WQMP) 1-2 Provide summary of Conceptual WQMP conditions (if previously submitted and approved). Attach complete copy. Not available yet. 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): 306,868 3 Number of Dwelling Units: - 4 SIC Code: 5812 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: Maywo USA Corporation, a California Corporation, will own, manage and maintain the proposed development. 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 Baterial Indictors, including petroleum hydrocarbons, are routinely detected in pavement runoff. The proposed site will have pavement runoff, however all pavement runoff will be treated via filter inserts prior to infiltrating runoff. Nutrients - Phosphorous E N Primary source of nutrients in urban runoff are from fertilizers and eroded soil. Site has been desigend to minimize the amount of runoff from landscape areas, in addition to installing drought tolerant plans and efficient irrigation methods, as well a curbs installed adjacent to all landscape areas to prevent runoff. However, in the event nutrients are in the urban runoff, the sheetflow will be treated via filter inserts prior to infiltrating said runoff. Nutrients - Nitrogen E N Nitrogens are generated from fertilizers and therefore anticipated for the site. Nitrogens will be treated via filter inserts prior to infiltrating the runoff. Noxious Aquatic Plants E N Noxious Aquatic Plants are generated from fertilizers and therefore anticipated for the site. Nitrogens will be treated via filter inserts prior to infiltrating the runoff. Sediment E N Sediment is generated from fertilizers and therefore anticipated for the site. Nitrogens will be treated via filter inserts prior to infiltrating the runoff. Metals E N Metals are anticpated since this site has proposed drive isles and parking lots. Metals are associated with brake pad, tire tread and emissions. Metals are also raw material components in non-metal products, such as fuels, adhesives, paints and other coatings. Because Metals are anticipated, all runoff from the site will be treated via filter inserts prior to infiltrating said runoff. Oil and Grease E N Oils and grease are anticipated since this site has proposed drive isles and parking lots. Oil and grease are associated with vehiclular use. Because oil and grease are anticipated, all runoff from the site will be treated via filter inserts prior to infiltrating said runoff. Trash/Debris E N Trash and debris is anticipated for the site and will be removed and treated by filter inserts and infiltrating the runoff. Pesticides / Herbicides E N Pesticides can be anticipated with urban landscaping. Pesticides will be removed from runoff via filter inserts and infiltration of runoff Organic Compounds E N Organic compounds are generated from vehicle and landscape maintenance areas. Organic compounds, as well as, petroleum hydrocarbonds and solvents, will be removed from runoff via filter inserts and infiltration of runoff. 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. Water Quality Management Plan (WQMP) 3-5 Form 2.4-1 Water Quality Credits 1 Project Types that Qualify for Water Quality Credits: Select all that apply Redevelopment projects that reduce the overall impervious footprint of the project site. [Credit = % impervious reduced] Higher density development projects Vertical density [20%] 7 units/ acre [5%] Mixed use development, (combination of residential, commercial, industrial, office, institutional, or other land uses which incorporate design principles that demonstrate environmental benefits not realized through single use projects) [20%] Brownfield redevelopment (redevelop real property complicated by presence or potential of hazardous contaminants) [25%] Redevelopment projects in established historic district, historic preservation area, or similar significant core city center areas [10%] Transit-oriented developments (mixed use residential or commercial area designed to maximize access to public transportation) [20%] In-fill projects (conversion of empty lots & other underused spaces < 5 acres, substantially surrounded by urban land uses, into more beneficially used spaces, such as residential or commercial areas) [10%] Live-Work developments (variety of developments designed to support residential and vocational needs) [20%] 2 Total Credit % 0 (Total all credit percentages up to a maximum allowable credit of 50 percent) Description of Water Quality Credit Eligibility (if applicable) N/A Water Quality Management Plan (WQMP) 3-6 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 34.079105 Longitude -117.436182 Thomas Bros Map page 604- J5 1 San Bernardino County climatic region: Valley Mountain 2 Does the site have more than one drainage area (DA): Yes No If no, proceed to Form 3-2. If yes, then use this form to show a conceptual schematic describing DMAs and hydrologic feature connecting DMAs to the site outlet(s). An example is provided below that can be modified for proposed project or a drawing clearly showing DMA and flow routing may be attached Conveyance Briefly describe on-site drainage features to convey runoff that is not retained within a DMA DA1 TO OUTLET 1 All site landscape, hardscape and roof runoff will collect via v-gutter tributary to the onsite grated inlets and piped to the proposed underground infiltration system. The 100-year storm event or site overflow will bypass the underground infiltration system internally and bubble out up either of the two drop inlets and discharge out the back to the parkway drains discharging thru the curb face on San Bernardino Ave, or bypass internally and bubble up the storm drain manhole within the infiltration system and sheet flow out the parkway culvert onto San Bernardino Ave. DA2 TO OUTLET 1 All site landscape, hardscape and roof runoff will collect via v-gutter tributary to the onsite trench drain inlet at the driveway entrance on San Bernardino Ave and piped to the proposed drywells. The 100- year storm event or site overflow will bypass and sheet flow out the driveway onto San Bernardino Ave. Outlet 1 DA-2 DA- 1 DMA- A DMA- B Water Quality Management Plan (WQMP) 3-7 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) 246,629 2 Existing site impervious area (ft2) 221,966 3 Antecedent moisture condition For desert areas, use http://www.sbcounty.gov/dpw/floodcontrol/pdf/2 0100412_map.pdf AMC III 4 Hydrologic soil group Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ A-Tujunga Loamy Sand 5 Longest flowpath length (ft) 590 6 Longest flowpath slope (ft/ft) 0.019 7 Current land cover type(s) Select from Fig C-3 of Hydrology Manual Commercial Landscaping 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 Poor Water Quality Management Plan (WQMP) 3-8 Form 3-2 Existing Hydrologic Characteristics for Drainage Area 2 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) 60,239 2 Existing site impervious area (ft2) 54,215 3 Antecedent moisture condition For desert areas, use http://www.sbcounty.gov/dpw/floodcontrol/pdf/2 0100412_map.pdf AMC III 4 Hydrologic soil group Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ A-Tujunga Loamy Sand 5 Longest flowpath length (ft) 900 6 Longest flowpath slope (ft/ft) 0.012 7 Current land cover type(s) Select from Fig C-3 of Hydrology Manual Commercial Landscaping 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 Poor Water Quality Management Plan (WQMP) 3-9 Form 3-3 Watershed Description for Drainage Area Receiving waters Refer to Watershed Mapping Tool - http://permitrack.sbcounty.gov/wap/ See ‘Drainage Facilities” link at this website City of Fontana Storm Drain, San Sevaine Channel, Santa Ana River, Reach 3 Applicable TMDLs Refer to Local Implementation Plan Nitrate 303(d) listed impairments Refer to Local Implementation Plan and Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ and State Water Resources Control Board website – http://www.waterboards.ca.gov/santaana/water_iss ues/programs/tmdl/index.shtml San Sevaine Channel-None Santa Ana River, Reach 3- Copper, Lead, Pathogens Environmentally Sensitive Areas (ESA) Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ No Unlined Downstream Water Bodies Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ Santa Ana River Hydrologic Conditions of Concern Yes Complete Hydrologic Conditions of Concern (HCOC) Assessment. Include Forms 4.2-2 through Form 4.2-5 and Hydromodification BMP Form 4.3-10 in submittal No Watershed–based BMP included in a RWQCB approved WAP Yes Attach verification of regional BMP evaluation criteria in WAP • More Effective than On-site LID • Remaining Capacity for Project DCV • Upstream of any Water of the US • Operational at Project Completion • Long-Term Maintenance Plan No Water Quality Management Plan (WQMP) 4-1 Section 4 Best Management Practices (BMP) 4.1 Source Control BMP 4.1.1 Pollution Prevention Non-structural and structural source control BMP are required to be incorporated into all new development and significant redevelopment projects. Form 4.1-1 and 4.1-2 are used to describe specific source control BMPs used in the WQMP or to explain why a certain BMP is not applicable. Table 7-3 of the TGD for WQMP provides a list of applicable source control BMP for projects with specific types of potential pollutant sources or activities. The source control BMP in this table must be implemented for projects with these specific types of potential pollutant sources or activities. The preparers of this WQMP have reviewed the source control BMP requirements for new development and significant redevelopment projects. The preparers have also reviewed the specific BMP required for project as specified in Forms 4.1-1 and 4.1-2. All applicable non-structural and structural source control BMP shall be implemented in the project. Water Quality Management Plan (WQMP) 4-2 Form 4.1-1 Non-Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, if not applicable, state reason Included Not Applicable N1 Education of Property Owners, Tenants and Occupants on Stormwater BMPs Included in Appendix 6. Refer to form 5-1 herein for further information. All new employees, tenants and occupants shall be educated per information provided herein, and all existing employees, tenants and occupants should be trained on a yearly basis. N2 Activity Restrictions CC&Rs are not apart of project. There shall be no outdoor car washing, outdoor storage, outdoor use of chemicals or hazardous materials. N3 Landscape Management BMPs Landscape areas will be properly maintained and will be in accordance with local regulations fertilizer, pesticides use, and irrigation by the owner in perpetuity. N4 BMP Maintenance The owner shall maintain BMPs as described in the Maintenance Manual provided in Appendix 3, and all BMPs shall at a minimum be maintained prior to the rainy season. N5 Title 22 CCR Compliance (How development will comply) Hazardous materials are not anticipated. N6 Local Water Quality Ordinances City of Fontana NPDES MS4 permit has been implemented. N7 Spill Contingency Plan The Spill Contingency Plan shall be prepared by building operator, however, CASAQ BMP SC-11 Spill Prevention, Control and Cleanup, has been provided for reference. Refer to Form 5-1 herein for further information. N8 Underground Storage Tank Compliance Underground storage tanks are not proposed onsite. N9 Hazardous Materials Disclosure Compliance Hazardous materials are not anticipated. Water Quality Management Plan (WQMP) 4-3 Form 4.1-1 Non-Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, if not applicable, state reason Included Not Applicable N10 Uniform Fire Code Implementation Per referenced CFC Article 50-Hazardous Material, this project does not quality as implemented Hazardous Material and therefore does not need to comply with Article 50. N11 Litter/Debris Control Program CASQA BMP SC-60 has been provided in Appendix 6 for reference. Also refer to Form 5- 1 herein for further information. Program shall be implemented throughout the year, at areas shall be swept and clean at the first of each month. Cleanup any spills as necessary. N12 Employee Training Reference NS1. In addition, information is provided in Appendix 6 for reference. Also refer to Form 5-1 herein for further information. Staff will be trained once a year, in January, and train new staff as hired. N13 Housekeeping of Loading Docks Not Applicable. N14 Catch Basin Inspection Program CASQA BMP SC-74 has been provided in Appendix 6 for reference. Also refer to Form 5- 1 herein for further information. Catch basins shall be inspected in January, August, and before and after any rainfall event N15 Vacuum Sweeping of Private Streets and Parking Lots CASQA BMP SC-43 has been provided in Appendix 6 for reference. Also refer to Form 5- 1 herein for further information. Vacuum sweep and clean parking lots prior to the wet season, and once in January and June. N16 Other Non-structural Measures for Public Agency Projects Not a public agency project. N17 Comply with all other applicable NPDES permits This project complies with the NPDES Permit, as demonstrated herein. Additionally, NPDES permit compliance for this site (Construction Stormwater Permit) is required since the site is greater than 1 acre. A project SWPPP report has been prepared and will Water Quality Management Plan (WQMP) 4-4 be submitted to the State Water Board. Water Quality Management Plan (WQMP) 4-5 Form 4.1-2 Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, If not applicable, state reason Included Not Applicable S1 Provide storm drain system stencilling and signage (CASQA New Development BMP Handbook SD-13) Provided on WQMP Site and Drainage Plan. However, additionally included on Form 5-1 herein as well as CASQA BMP SD-13 in Appendix 6. Stenciling will occur at time of completion of project. Stencil to read, “No Dumping-Drains to Waterway.” S2 Design and construct outdoor material storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-34) Outdoor storage areas are not included within project scope. S3 Design and construct trash and waste storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-32) Trash storage areas have been designed to comply with CASQA BMP SD-32 factsheet, as provided in Appendix 6, and divert the runoff from adjoining paving areas around the trash enclosure. No run-on is anticipated to the trash storage area. The trash containers are screened with walls to further protect the area from runon and runoff. Pleases also reference Form 5-1, herein for further information. 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) Landscaping and irrigation will comply with Title 24 and will be drought tolerant and the following design parameters will be considered in design; employ rain- triggered shutoff devices, implement landscape consistent with City water conservation resolutions, using mulches in planter areas without ground cover, leaving a vegetative barrier along the property boundary, and choose plants that minimize the use of fertilizers. CASQA BMP SD-12 has been provided in Appendix 6 for reference for Efficient Irrigation implementation, as well as Form 5-1 herein. S5 Finish grade of landscaped areas at a minimum of 1-2 inches below top of curb, sidewalk, or pavement A detail has been provided on WQMP Site and Drainage Plan to further clarify implementation of S5. Please reference plan in Appendix 1. The grading plans additionally states landscape to be recessed 1”-2”. S6 Protect slopes and channels and provide energy dissipation (CASQA New Development BMP Handbook SD-10) Slopes or channels are not provided on site. S7 Covered dock areas (CASQA New Development BMP Handbook SD-31) Truck dock will be designed such that the runoff is contained within the truck dock. A drain will be placed in the truck dock area and will connect to the proposed Water Quality Management Plan (WQMP) 4-6 storm drain. The dock is not anticipated to be covered. S1 Provide storm drain system stencilling and signage (CASQA New Development BMP Handbook SD-13) Provided on WQMP Site and Drainage Plan. However, additionally included on Form 5-1 herein as well as CASQA BMP SD-13 in Appendix 6. Stenciling will occur at time of completion of project. Stencil to read, “No Dumping-Drains to Waterway.” S2 Design and construct outdoor material storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-34) Outdoor storage areas are not included within project scope. S3 Design and construct trash and waste storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-32) Trash storage areas have been designed to comply with CASQA BMP SD-32 factsheet, as provided in Appendix 6, and divert the runoff from adjoining paving areas around the trash enclosure. No run-on is anticipated to the trash storage area. The trash containers are screened with walls to further protect the area from runon and runoff. Pleases also reference Form 5-1, herein for further information. 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) Equipment wash areas are not provided onsite. S12 Fueling areas (CASQA New Development BMP Handbook SD-30) Fueling areas are not provided onsite. S13 Hillside landscaping (CASQA New Development BMP Handbook SD-10) Hillside landscaping is anticipated. S14 Wash water control for food preparation areas Outdoor food prepare areas are not proposed. Water Quality Management Plan (WQMP) 4-7 S15 Community car wash racks (CASQA New Development BMP Handbook SD-33) Car wash racks are not provided onsite. 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: The overall sidewalk, parking stalls, and drive isle widths were reduced as much as maximum extent practical allowed by building and planning code, in order to increase the landscape areas. However, this site is already previously developed. Maximize natural infiltration capacity: Yes No Explanation: Infiltration BMPs are being proposed onsite. Preserve existing drainage patterns and time of concentration: Yes No Explanation: The existing drainage patterns and time of concentrations are preserved to the maximum extent feasible provided the site was previously developed. Disconnect impervious areas: Yes No Explanation: Runoff from impervious areas will sheet flow to inlets and flow into the proposed infiltration BMPs. Protect existing vegetation and sensitive areas: Yes No Explanation: There is on existing vegetation or sensitive areas onsite. Re-vegetate disturbed areas: Yes No Explanation: Adjacent areas are developed. Minimize unnecessary compaction in stormwater retention/infiltration basin/trench areas: Yes No Explanation: A general note and callout was added to the plan to clarify contractor shall minimize drive by of equipment in proposed infiltration areas. Additionally, upon final WQMP submittal, the infiltration areas shall comply with minimum compaction necessary per Soils Report once provided. Utilize vegetated drainage swales in place of underground piping or imperviously lined swales: Yes No Explanation: Stake off areas that will be used for landscaping to minimize compaction during construction : Yes No Explanation:  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): 246,629 2 Imperviousness after applying preventative site design practices (Imp%): 83 3 Runoff Coefficient (Rc): _0.63 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): 0.563 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 0.834 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): 21,198 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 4.2-1 LID BMP Performance Criteria for Design Capture Volume (DA 2) 1 Project area DA 1 (ft2): 60,239 2 Imperviousness after applying preventative site design practices (Imp%): 83 3 Runoff Coefficient (Rc): _0.63 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): 0.563 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 0.834 P6 = Item 4 *C1, where C1 is a function of site climatic region specified in Form 3-1 Item 1 (Valley = 1.4807; Mountain = 1.909; Desert = 1.2371) 6 Drawdown Rate Use 48 hours as the default condition. Selection and use of the 24 hour drawdown time condition is subject to approval by the local jurisdiction. The necessary BMP footprint is a function of drawdown time. While shorter drawdown times reduce the performance criteria for LID BMP design capture volume, the depth of water that can be stored is also reduced. 24-hrs 48-hrs 7 Compute design capture volume, DCV (ft3): 5,177 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) 4-11 Form 4.2-2 Summary of HCOC Assessment (DA 1) Does project have the potential to cause or contribute to an HCOC in a downstream channel: Yes No Go to: http://permitrack.sbcounty.gov/wap/ If “Yes”, then complete HCOC assessment of site hydrology for 2yr storm event using Forms 4.2-3 through 4.2-5 and insert results below (Forms 4.2-3 through 4.2-5 may be replaced by computer software analysis based on the San Bernardino County Hydrology Manual) If “No,” then proceed to Section 4.3 Project Conformance Analysis Condition Runoff Volume (ft3) Time of Concentration (min) Peak Runoff (cfs) Pre-developed 1 Form 4.2-3 Item 12 2 Form 4.2-4 Item 13 3 Form 4.2-5 Item 10 Post-developed 4 Form 4.2-3 Item 13 5 Form 4.2-4 Item 14 6 Form 4.2-5 Item 14 Difference 7 Item 4 – Item 1 8 Item 2 – Item 5 9 Item 6 – Item 3 Difference (as % of pre-developed) 10 % Item 7 / Item 1 11 % Item 8 / Item 2 12 % Item 9 / Item 3 Water Quality Management Plan (WQMP) 4-12 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) 4-13 Form 4.2-4 HCOC Assessment for Time of Concentration (DA 1) Compute time of concentration for pre and post developed conditions for each DA (For projects using the Hydrology Manual complete the form below) Variables Pre-developed DA1 Use additional forms if there are more than 4 DMA Post-developed DA1 Use additional forms if there are more than 4 DMA DMA A DMA B DMA C DMA D DMA A DMA B DMA C DMA D 1 Length of flowpath (ft) Use Form 3-2 Item 5 for pre-developed condition 2 Change in elevation (ft) 3 Slope (ft/ft), So = Item 2 / Item 1 4 Land cover 5 Initial DMA Time of Concentration (min) Appendix C-1 of the TGD for WQMP 6 Length of conveyance from DMA outlet to project site outlet (ft) May be zero if DMA outlet is at project site outlet 7 Cross-sectional area of channel (ft2) 8 Wetted perimeter of channel (ft) 9 Manning’s roughness of channel (n) 10 Channel flow velocity (ft/sec) Vfps = (1.49 / Item 9) * (Item 7/Item 8)^0.67 * (Item 3)^0.5 11 Travel time to outlet (min) Tt = Item 6 / (Item 10 * 60) 12 Total time of concentration (min) Tc = Item 5 + Item 11 13 Pre-developed time of concentration (min): Minimum of Item 12 pre-developed DMA 14 Post-developed time of concentration (min): Minimum of Item 12 post-developed DMA 15 Additional time of concentration needed to meet HCOC requirement (min): TC-HCOC = (Item 13 * 0.95) – Item 14 Water Quality Management Plan (WQMP) 4-14 Form 4.2-5 HCOC Assessment for Peak Runoff (DA 1) Compute peak runoff for pre- and post-developed conditions Variables Pre-developed DA to Project Outlet (Use additional forms if more than 3 DMA) Post-developed DA to Project Outlet (Use additional forms if more than 3 DMA) DMA A DMA B DMA C DMA A DMA B DMA C 1 Rainfall Intensity for storm duration equal to time of concentration Ipeak = 10^(LOG Form 4.2-1 Item 4 - 0.6 LOG Form 4.2-4 Item 5 /60) 2 Drainage Area of each DMA (Acres) For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 3 Ratio of pervious area to total area For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 4 Pervious area infiltration rate (in/hr) Use pervious area CN and antecedent moisture condition with Appendix C-3 of the TGD for WQMP 5 Maximum loss rate (in/hr) Fm = Item 3 * Item 4 Use area-weighted Fm from DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 6 Peak Flow from DMA (cfs) Qp =Item 2 * 0.9 * (Item 1 - Item 5) 7 Time of concentration adjustment factor for other DMA to site discharge point Form 4.2-4 Item 12 DMA / Other DMA upstream of site discharge point (If ratio is greater than 1.0, then use maximum value of 1.0) DMA A n/a n/a DMA B n/a n/a DMA C n/a n/a 8 Pre-developed Qp at Tc for DMA A: Qp = Item 6DMAA + [Item 6DMAB * (Item 1DMAA - Item 5DMAB)/(Item 1DMAB - Item 5DMAB)* Item 7DMAA/2] + [Item 6DMAC * (Item 1DMAA - Item 5DMAC)/(Item 1DMAC - Item 5DMAC)* Item 7DMAA/3] 9 Pre-developed Qp at Tc for DMA B: Qp = Item 6DMAB + [Item 6DMAA * (Item 1DMAB - Item 5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAB/1] + [Item 6DMAC * (Item 1DMAB - Item 5DMAC)/(Item 1DMAC - Item 5DMAC)* Item 7DMAB/3] 10 Pre-developed Qp at Tc for DMA C: Qp = Item 6DMAC + [Item 6DMAA * (Item 1DMAC - Item 5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAC/1] + [Item 6DMAB * (Item 1DMAC - Item 5DMAB)/(Item 1DMAB - Item 5DMAB)* Item 7DMAC/2] 10 Peak runoff from pre-developed condition confluence analysis (cfs): Maximum of Item 8, 9, and 10 (including additional forms as needed) 11 Post-developed Qp at Tc for DMA A: Same as Item 8 for post-developed values 12 Post-developed Qp at Tc for DMA B: Same as Item 9 for post-developed values 13 Post-developed Qp at Tc for DMA C: Same as Item 10 for post-developed values 14 Peak runoff from post-developed condition confluence analysis (cfs): Maximum of Item 11, 12, and 13 (including additional forms as needed) 15 Peak runoff reduction needed to meet HCOC Requirement (cfs): Qp-HCOC = (Item 14 * 0.95) – Item 10 Water Quality Management Plan (WQMP) 4-15 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) 4-16 Form 4.3-1 Infiltration BMP Feasibility (DA 1) Feasibility Criterion – Complete evaluation for each DA on the Project Site 1 Would infiltration BMP pose significant risk for groundwater related concerns? Yes No Refer to Section 5.3.2.1 of the TGD for WQMP If Yes, Provide basis: (attach) 2 Would installation of infiltration BMP significantly increase the risk of geotechnical hazards? Yes No (Yes, if the answer to any of the following questions is yes, as established by a geotechnical expert): · The location is less than 50 feet away from slopes steeper than 15 percent · The location is less than eight feet from building foundations or an alternative setback. · A study certified by a geotechnical professional or an available watershed study determines that stormwater infiltration would result in significantly increased risks of geotechnical hazards. If Yes, Provide basis: (attach) 3 Would infiltration of runoff on a Project site violate downstream water rights? Yes No If Yes, Provide basis: (attach) 4 Is proposed infiltration facility located on hydrologic soil group (HSG) D soils or does the site geotechnical investigation indicate presence of soil characteristics, which support categorization as D soils? Yes No If Yes, Provide basis: (attach) 5 Is the design infiltration rate, after accounting for safety factor of 2.0, below proposed facility less than 0.3 in/hr (accounting for soil amendments)? Yes No If Yes, Provide basis: (attach) 6 Would on-site infiltration or reduction of runoff over pre-developed conditions be partially or fully inconsistent with watershed management strategies as defined in the WAP, or impair beneficial uses? Yes No See Section 3.5 of the TGD for WQMP and WAP If Yes, Provide basis: (attach) 7 Any answer from Item 1 through Item 3 is “Yes”: Yes No If yes, infiltration of any volume is not feasible onsite. Proceed to Form 4.3-4, Harvest and Use BMP. If no, then proceed to Item 8 below. 8 Any answer from Item 4 through Item 6 is “Yes”: Yes No If yes, infiltration is permissible but is not required to be considered. Proceed to Form 4.3-2, Hydrologic Source Control BMP. If no, then proceed to Item 9, below. 9 All answers to Item 1 through Item 6 are “No”: Infiltration of the full DCV is potentially feasible, LID infiltration BMP must be designed to infiltrate the full DCV to the MEP. Proceed to Form 4.3-2, Hydrologic Source Control BMP. Water Quality Management Plan (WQMP) 4-17 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 and DA-2) 1 Implementation of Impervious Area Dispersion BMP (i.e. routing runoff from impervious to pervious areas), excluding impervious areas planned for routing to on-lot infiltration BMP: Yes No If yes, complete Items 2-5; If no, proceed to Item 6 DA 1 DMA A BMP Type Underground Infiltration Storage DA 2 DMA B BMP Type Drywells DA DMA BMP Type (Use additional forms for more BMPs) 2 Total impervious area draining to pervious area (ft2) 0 0 3 Ratio of pervious area receiving runoff to impervious area 0 0 4 Retention volume achieved from impervious area dispersion (ft3) V = Item2 * Item 3 * (0.5/12), assuming retention of 0.5 inches of runoff 0 0 5 Sum of retention volume achieved from impervious area dispersion (ft3): 0 Vretention =Sum of Item 4 for all BMPs 6 Implementation of Localized On-lot Infiltration BMPs (e.g. on-lot rain gardens): Yes No If yes, complete Items 7- 13 for aggregate of all on-lot infiltration BMP in each DA; If no, proceed to Item 14 DA 1 DMA A BMP Type Underground Infiltration Storage DA 2 DMA B BMP Type Drywells DA DMA BMP Type (Use additional forms for more BMPs) 7 Ponding surface area (ft2) 0 0 8 Ponding depth (ft) 0 0 9 Surface area of amended soil/gravel (ft2) 0 0 10 Average depth of amended soil/gravel (ft) 0 0 11 Average porosity of amended soil/gravel 0 0 12 Retention volume achieved from on-lot infiltration (ft3) Vretention = (Item 7 *Item 8) + (Item 9 * Item 10 * Item 11) 0 0 Water Quality Management Plan (WQMP) 4-18 13 Runoff volume retention from on-lot infiltration (ft3): 0 Vretention =Sum of Item 12 for all BMPs Form 4.3-2 cont. Site Design Hydrologic Source Control BMPs (DA 1 and DA 2) 14 Implementation of evapotranspiration BMP (green, brown, or blue roofs): Yes No If yes, complete Items 15-20. If no, proceed to Item 21 DA 1 DMA A BMP Type Underground Infiltration Storage DA 2 DMA B BMP Type Drywells DA DMA BMP Type (Use additional forms for more BMPs) 15 Rooftop area planned for ET BMP (ft2) 0 0 16 Average wet season ET demand (in/day) Use local values, typical ~ 0.1 0 0 17 Daily ET demand (ft3/day) Item 15 * (Item 16 / 12) 0 0 18 Drawdown time (hrs) Copy Item 6 in Form 4.2-1 0 0 19 Retention Volume (ft3) Vretention = Item 17 * (Item 18 / 24) 0 0 20 Runoff volume retention from evapotranspiration BMPs (ft3): 0 Vretention =Sum of Item 19 for all BMPs 21 Implementation of Street Trees: Yes No If yes, complete Items 22-25. If no, proceed to Item 26 DA 1 DMA A BMP Type Underground Infiltration Storage DA 2 DMA B BMP Type Drywells DA DMA BMP Type (Use additional forms for more BMPs) 22 Number of Street Trees 0 0 23 Average canopy cover over impervious area (ft2) 0 0 24 Runoff volume retention from street trees (ft3) Vretention = Item 22 * Item 23 * (0.05/12) assume runoff retention of 0.05 inches 0 0 25 Runoff volume retention from street tree BMPs (ft3): 0 Vretention = Sum of Item 24 for all BMPs 26 Implementation of residential rain barrel/cisterns: Yes No If yes, complete Items 27-29; If no, proceed to Item 30 DA 1 DMA A BMP Type Underground Infiltration Storage DA 2 DMA A BMP Type Drywells DA DMA BMP Type (Use additional forms for more BMPs) 27 Number of rain barrels/cisterns 0 0 28 Runoff volume retention from rain barrels/cisterns (ft3) Vretention = Item 27 * 3 0 0 29 Runoff volume retention from residential rain barrels/Cisterns (ft3): 0 Vretention =Sum of Item 28 for all BMPs Water Quality Management Plan (WQMP) 4-19 30 Total Retention Volume from Site Design Hydrologic Source Control BMPs: 0 Sum of Items 5, 13, 20, 25 and 29 Water Quality Management Plan (WQMP) 4-20 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) 4-21 Form 4.3-3 Infiltration LID BMP - including underground BMPs (DA 1) 1 Remaining LID DCV not met by site design HSC BMP (ft3): 21,198 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 A DMA 1 BMP Type Underground Infiltration DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Infiltration rate of underlying soils (in/hr) See Section 5.4.2 and Appendix D of the TGD for WQMP for minimum requirements for assessment methods 0.65 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 0.325 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 1.3 7 Ponding Depth (ft) dBMP = Minimum of (1/12*Item 4*Item 5) or Item 6 0 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 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 - 10 Amended soil porosity - 11 Gravel depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 of the TGD for WQMP for BMP design details - 12 Gravel porosity - 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))] - 15 Underground Retention Volume (ft3) Volume determined using manufacturer’s specifications and calculations 21,202 16 Total Retention Volume from LID Infiltration BMPs: 21,202 (Sum of Items 14 and 15 for all infiltration BMP included in plan) 17 Fraction of DCV achieved with infiltration BMP: 100% Retention% = Item 16 / Form 4.2-1 Item 7 18 Is full LID DCV retained onsite with combination of hydrologic source control and LID retention/infiltration BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10; If no, then reduce Item 3, Factor of Safety to 2.0 and increase Item 8, Infiltrating Surface Area, such that the portion of the site area used for retention and infiltration BMPs equals or exceeds the minimum effective area thresholds (Table 5-7 of the TGD for WQMP) for the applicable category of development and repeat all above calculations. Water Quality Management Plan (WQMP) 4-22 Form 4.3-3 Infiltration LID BMP - including underground BMPs (DA 2) 1 Remaining LID DCV not met by site design HSC BMP (ft3): 5,175 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 2 DMA B BMP Type Drywells DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Infiltration rate of underlying soils (in/hr) See Section 5.4.2 and Appendix D of the TGD for WQMP for minimum requirements for assessment methods 0.65 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 0.325 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 1.3 7 Ponding Depth (ft) dBMP = Minimum of (1/12*Item 4*Item 5) or Item 6 0 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 - 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 - 10 Amended soil porosity - 11 Gravel depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 of the TGD for WQMP for BMP design details - 12 Gravel porosity - 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))] - 15 Underground Retention Volume (ft3) Volume determined using manufacturer’s specifications and calculations See Calculations Provided hereafter 16 Total Retention Volume from LID Infiltration BMPs: 5,184 (Sum of Items 14 and 15 for all infiltration BMP included in plan) 17 Fraction of DCV achieved with infiltration BMP: 100% Retention% = Item 16 / Form 4.2-1 Item 7 18 Is full LID DCV retained onsite with combination of hydrologic source control and LID retention/infiltration BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10; If no, then reduce Item 3, Factor of Safety to 2.0 and increase Item 8, Infiltrating Surface Area, such that the portion of the site area used for retention and infiltration BMPs equals or exceeds the minimum effective area thresholds (Table 5-7 of the TGD for WQMP) for the applicable category of development and repeat all above calculations. Water Quality Management Plan (WQMP) 4-23 sec 1 hr 1 hr Maxwell® Plus Drainage System Calculations Given: Measured Infiltration Rate 0.83 in/hr Safety Factor Mitigated Volume included 400 ft3 Required Drawdown Time 48 hours Min. Depth to Infiltration 0 ft Max. Drywell Depth 50 ft Design: Actual Depth to Infiltration 10 ft Rock Porosity 40 % Actual Drywell Bottom Depth 50 ft Convert Measured Infiltration Rate from in/hr to ft/sec. =0.000019 ft/sec A 4 foot diameter drywell provides 12.57 SF of infiltration area per foot of depth, plus 12.57 SF at the bottom. For a 50 foot deep drywell, infiltration occurs between 10 feet and 50 feet below grade. This provides 40 feet of infiltration depth in addition to the bottom area. Total infiltration area is calculated below. 40 ft x 12.57 ft 2 ft 12.57 ft 2 = 515 ft 2 Combine design rate with infiltration area to get flow (disposal) rate for each drywell. 0.000019 ft x 515 ft 2 = 0.0098 ft 3 sec Volume of disposal for each drywell based on various time frames are included below. 48 hrs: 0.0098 CFS x 48 hours x 3 hrs: 0.0098 CFS x 3 hours x 3600 sec = 1,693 cubic feet of retained water disposed of. 3600 sec = 105 cubic feet of retained water disposed of. Total Volume for one Drywell = 1,693 cf X 3 = 5,079 + 105 = 5,184 cf + Water Quality Management Plan (WQMP) 4-24 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 and DA 2) 1 Remaining LID DCV not met by site design HSC or infiltration BMP (ft3): 0 Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 – Form 4.3-3 Item 16 BMP Type(s) Compute runoff volume retention from proposed harvest and use BMP (Select BMPs from Table 5-4 of the TGD for WQMP) - Use additional forms for more BMPs DA 1 DMA A BMP Type Underground Infiltration DA 2 DMA B BMP Type Drywells DA DMA BMP Type (Use additional forms for more BMPs) 2 Describe cistern or runoff detention facility 0 0 3 Storage volume for proposed detention type (ft3) Volume of cistern 0 0 4 Landscaped area planned for use of harvested stormwater (ft2) 0 0 5 Average wet season daily irrigation demand (in/day) Use local values, typical ~ 0.1 in/day 0 0 6 Daily water demand (ft3/day) Item 4 * (Item 5 / 12) 0 0 7 Drawdown time (hrs) Copy Item 6 from Form 4.2-1 0 0 8Retention Volume (ft3) Vretention = Minimum of (Item 3) or (Item 6 * (Item 7 / 24)) 0 0 9 Total Retention Volume (ft3) from Harvest and Use BMP0 Sum of Item 8 for all harvest and use BMP included in plan 10 Is the full DCV retained with a combination of LID HSC, retention and infiltration, and harvest & use BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10. If no, then re-evaluate combinations of all LID BMP and optimize their implementation such that the maximum portion of the DCV is retained on-site (using a single BMP type or combination of BMP types). If the full DCV cannot be mitigated after this optimization process, proceed to Section 4.3.4. Water Quality Management Plan (WQMP) 4-25 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): 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) 4-26 Form 4.3-6 Volume Based Biotreatment (DA 1 and DA 2) – Bioretention and Planter Boxes with Underdrains Biotreatment BMP Type (Bioretention w/underdrain, planter box w/underdrain, other comparable BMP) DA 1 DMA A BMP Type Underground Infiltration DA 2 DMA B BMP Type Drywells 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 0 0 2 Amended soil infiltration rate Typical ~ 5.0 0 0 3 Amended soil infiltration safety factor Typical ~ 2.0 0 0 4 Amended soil design percolation rate (in/hr) Pdesign = Item 2 / Item 3 0 0 5 Ponded water drawdown time (hr) Copy Item 6 from Form 4.2-1 0 0 6 Maximum ponding depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 0 0 7 Ponding Depth (ft) dBMP = Minimum of (1/12 * Item 4 * Item 5) or Item 6 0 0 8 Amended soil surface area (ft2) 0 0 9 Amended soil depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 0 0 10 Amended soil porosity, n 0 0 11 Gravel depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 0 0 12 Gravel porosity, n 0 0 13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 0 0 14 Biotreated Volume (ft3) Vbiotreated = Item 8 * [(Item 7/2) + (Item 9 * Item 10) +(Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] 0 0 15 Total biotreated volume from bioretention and/or planter box with underdrains BMP: 0 Sum of Item 14 for all volume-based BMPs included in this form Water Quality Management Plan (WQMP) 4-27 Form 4.3-7 Volume Based Biotreatment (DA 1 and DA 2) – 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 1 DMA A BMP Type Underground Infiltration DA 2 DMA B BMP Type Drywells 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 0 0 0 0 2 Bottom width (ft) 0 0 0 0 3 Bottom length (ft) 0 0 0 0 4 Bottom area (ft2) Abottom = Item 2 * Item 3 0 0 0 0 5 Side slope (ft/ft) 0 0 0 0 6 Depth of storage (ft) 0 0 0 0 7 Water surface area (ft2) Asurface =(Item 2 + (2 * Item 5 * Item 6)) * (Item 3 + (2 * Item 5 * Item 6)) 0 0 0 0 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] 0 0 0 0 9 Drawdown Time (hrs) Copy Item 6 from Form 2.1 0 0 10 Outflow rate (cfs) QBMP = (Item 8forebay + Item 8basin) / (Item 9 * 3600) 0 0 11 Duration of design storm event (hrs) 0 0 12 Biotreated Volume (ft3) Vbiotreated = (Item 8forebay + Item 8basin) +( Item 10 * Item 11 * 3600) 0 0 13 Total biotreated volume from constructed wetlands, extended dry detention, or extended wet detention : 0 (Sum of Item 12 for all BMP included in plan) Water Quality Management Plan (WQMP) 4-28 Form 4.3-8 Flow Based Biotreatment (DA 1 and DA 2) Biotreatment BMP Type Vegetated swale, vegetated filter strip, or other comparable proprietary BMP DA 1 DMA A BMP Type Underground Infiltration DA 2 DMA B BMP Type Drywells 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 0 0 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 0 0 3 Bed slope (ft/ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 0 0 4 Manning's roughness coefficient 0 0 5 Bottom width (ft) bw = (Form 4.3-5 Item 6 * Item 4) / (1.49 * Item 2^1.67 * Item 3^0.5) 0 0 6 Side Slope (ft/ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 0 0 7 Cross sectional area (ft2) A = (Item 5 * Item 2) + (Item 6 * Item 2^2) 0 0 8 Water quality flow velocity (ft/sec) V = Form 4.3-5 Item 6 / Item 7 0 0 9 Hydraulic residence time (min) Pollutant specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 0 0 10 Length of flow based BMP (ft) L = Item 8 * Item 9 * 60 0 0 11 Water surface area at water quality flow depth (ft2) SAtop = (Item 5 + (2 * Item 2 * Item 6)) * Item 10 0 0 Water Quality Management Plan (WQMP) 4-29 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): 21,198 Copy Item 7 in Form 4.2-1 2 On-site retention with site design hydrologic source control LID BMP (ft3): 0 Copy Item 30 in Form 4.3-2 3 On-site retention with LID infiltration BMP (ft3): 21,202 Copy Item 16 in Form 4.3-3 4 On-site retention with LID harvest and use BMP (ft3): 0 Copy Item 9 in Form 4.3-4 5 On-site biotreatment with volume based biotreatment BMP (ft3): 0 Copy Item 3 in Form 4.3-5 6 Flow capacity provided by flow based biotreatment BMP (cfs): 0 Copy Item 6 in Form 4.3-5 7 LID BMP performance criteria are achieved if answer to any of the following is “Yes”: · Full retention of LID DCV with site design HSC, infiltration, or harvest and use BMP: Yes No If yes, sum of Items 2, 3, and 4 is greater than Item 1 · Combination of on-site retention BMPs for a portion of the LID DCV and volume-based biotreatment BMP that address all pollutants of concern for the remaining LID DCV: Yes No If yes, a) sum of Items 2, 3, 4, and 5 is greater than Item 1, and Items 2, 3 and 4 are maximized; or b) Item 6 is greater than Form 4.3--5 Item 6 and Items 2, 3 and 4 are maximized  On-site retention and infiltration is determined to be infeasible and biotreatment BMP provide biotreatment for all pollutants of concern for full LID DCV: Yes No If yes, Form 4.3-1 Items 7 and 8 were both checked yes 8 If the LID DCV is not achieved by any of these means, then the project may be allowed to develop an alternative compliance plan. Check box that describes the scenario which caused the need for alternative compliance: · Combination of HSC, retention and infiltration, harvest and use, and biotreatment BMPs provide less than full LID DCV capture: Checked yes for Form 4.3-5 Item 7, Item 6 is zero, and sum of Items 2, 3, 4, and 5 is less than Item 1. If so, apply water quality credits and calculate volume for alternative compliance, Valt = (Item 1 – Item 2 – Item 3 – Item 4 – Item 5) * (100 - Form 2.4-1 Item 2)% · An approved Watershed Action Plan (WAP) demonstrates that water quality and hydrologic impacts of urbanization are more effective when managed in at an off-site facility: Attach appropriate WAP section, including technical documentation, showing effectiveness comparisons for the project site and regional watershed Water Quality Management Plan (WQMP) 4-30 Form 4.3-9 Conformance Summary and Alternative Compliance Volume Estimate (DA 2) 1 Total LID DCV for the Project DA-1 (ft3): 5,177 Copy Item 7 in Form 4.2-1 2 On-site retention with site design hydrologic source control LID BMP (ft3): 0 Copy Item 30 in Form 4.3-2 3 On-site retention with LID infiltration BMP (ft3): 5,187 Copy Item 16 in Form 4.3-3 4 On-site retention with LID harvest and use BMP (ft3): 0 Copy Item 9 in Form 4.3-4 5 On-site biotreatment with volume based biotreatment BMP (ft3): 0 Copy Item 3 in Form 4.3-5 6 Flow capacity provided by flow based biotreatment BMP (cfs): 0 Copy Item 6 in Form 4.3-5 7 LID BMP performance criteria are achieved if answer to any of the following is “Yes”: · Full retention of LID DCV with site design HSC, infiltration, or harvest and use BMP: Yes No If yes, sum of Items 2, 3, and 4 is greater than Item 1 · Combination of on-site retention BMPs for a portion of the LID DCV and volume-based biotreatment BMP that address all pollutants of concern for the remaining LID DCV: Yes No If yes, a) sum of Items 2, 3, 4, and 5 is greater than Item 1, and Items 2, 3 and 4 are maximized; or b) Item 6 is greater than Form 4.3--5 Item 6 and Items 2, 3 and 4 are maximized  On-site retention and infiltration is determined to be infeasible and biotreatment BMP provide biotreatment for all pollutants of concern for full LID DCV: Yes No If yes, Form 4.3-1 Items 7 and 8 were both checked yes 8 If the LID DCV is not achieved by any of these means, then the project may be allowed to develop an alternative compliance plan. Check box that describes the scenario which caused the need for alternative compliance: · Combination of HSC, retention and infiltration, harvest and use, and biotreatment BMPs provide less than full LID DCV capture: Checked yes for Form 4.3-5 Item 7, Item 6 is zero, and sum of Items 2, 3, 4, and 5 is less than Item 1. If so, apply water quality credits and calculate volume for alternative compliance, Valt = (Item 1 – Item 2 – Item 3 – Item 4 – Item 5) * (100 - Form 2.4-1 Item 2)% · An approved Watershed Action Plan (WAP) demonstrates that water quality and hydrologic impacts of urbanization are more effective when managed in at an off-site facility: Attach appropriate WAP section, including technical documentation, showing effectiveness comparisons for the project site and regional watershed Water Quality Management Plan (WQMP) 4-31 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): 0 (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) 4-32 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. Owner: Maywo USA Corporation, a California Corporation 800 S. Brand Blvd Glendale, CA. 91204 Form 5-1 BMP Inspection and Maintenance (use additional forms as necessary) BMP Reponsible Party(s) Inspection/ Maintenance Activities Required Minimum Frequency of Activities BMP Reponsible Party(s) Inspection/ Maintenance Activities Required BMP Underground Infiltration System and Drywells Owner as listed above Refer to attached Stormtank O&M Plan and Drywell O&M Plan in Appendix 3 for further information. Underground Infiltration System and Drywells Catch basin and trench drain filter inserts Owner as listed above Refer to attached filter insert O&M guidelines. Filter Inserts N1-Education for Property Owners Owner as listed above 1. Train employees janitorial staff to dispose of floor cleaning in sewer line, not into parking lot. 2. Discontinue all non-stormwater discharges to the storm drain system. It is prohibited to discharge any chemicals, wastes or wastewater into the gutter, street or storm drain. 3. Store material safely. 4. Properly cleanup and dispose of material per San Bernardino County recycling and disposal information, N1-Education for Property Owners Water Quality Management Plan (WQMP) 5-2 909.386.8401. Refer to attached Education Owner Information in Appendix 6 for further clarification. N2- Activity Restrictions Owner as listed above As specified by Owner N2- Activity Restrictions N3- Landscape Management Owner as listed above. 1. Keep landscaping materials away from street, gutter and storm drains. Stockpiles shall be covered with plastic sheeting. 2. Conserve water and prevent runoff. Periodically inspect, fix leaks. 3. Recycle yard waste. Refer to Landscape Maintenance Handout provided in Appendix 6 for further information. N3-Landscape Management N7-Spill Contingency Plan Owner as listed above 1. Develop a Spill Prevention Control and Countermeasure Plan (SPCC); including said items as listed on the CASQA BMP SC-11 handout in Appendix 6. 2. Recycle, reclaim, or reuse materials whenever possible. 3. Store and contain liquid materials in such a manner that if a tank is ruptured, the contents will not discharge, flow, or be washed into the storm drainage system, surface waters or groundwater. 4. Place drip pans or absorbent materials beneath all mounted taps and at all potential drip and spill locations during filing and unloading of tanks. Any collected liquids or soiled absorbent materials must be reused/recycled properly. 5. Provide routine maintenance. Sweep and clean area, do not hose down. 6. Report spills that pose an immediate threat to human health or the environment to the Regional Water Quality Control Board. 7. Federal regulations require that any oil spill into a water body be reported to the national response center at 800.424.8802 8. Report spills to local agencies that can assist in cleanup. 9. Establish a tracking system that identifies; types and quantities of wastes, patterns in time of occurrence, mode of dumping and responsible parties. N7-Spill Contingency Plan Water Quality Management Plan (WQMP) 5-3 Refer to CASQA BMP SC-11 handout in Appendix 6 for further information. N11-Litter Control Owner as listed above. 1. Remove debris in a timely manner. 2. Establish a daily checklist of office, yard and plant areas to confirm cleanliness and adherence to proper storage and security. Specific employees should be assigned specific inspection responsibilities and given the authority to remedy the problem. 3. Dispose of wash water, sweeping and sediment properly. 4. Train employees per N-1 listed above. 5. Cleanup any spills per N-7 listed above. Refer to CASQA BMP SC-60 handout in Appendix 6 for further information. N11-Litter Control N-12 Employee Training Owner as listed above · Refer to N-1 listed above. N-12 Employee Training 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 MAJOR FF=1166.50 ±41,070 SF SHOPS ±7,120 SF PAD 3 FF=1163.00 ±5,077 SF PAD 2 FF=1160.67 ±2,300 SF PAD 1 FF=1159.00 ±6,420 SF NOPARKI N G NOPARK I N G CLEAN A I R / VANP O O L / E V SI E R R A A V E . SI E R R A A V E . PROFESSIONAL SEAL DRAWING ISSUE RECORD REVISION RECORD PROJECT NAME SHEET TITLE SHEET NUMBER DATE: 01/20/2019 CALL BEFORE YOU DIG 1-800-227-2600 2 WORKING DAY NOTICE REQUIRED AT LEAST NW C S A N B E R N A R D I N O A V E . & S I E R R A A V E . FO N T A N A , C A 9 2 3 3 5 MU L T I - T E N A N T TITLE SHEET C-01 PRIVATE ENGINEER'S NOTICE TO CONTRACTOR SITE AREA: SURVEY: ARCHITECT CIVIL ENGINEER DEVELOPER PROJECT ADDRESS: EARTHWORK: INDEX MAP MULTI-TENANTS AT NWC SAN BERNARDINO AVE. VICINITY MAP ABBREVIATIONS SHEET INDEX SI E R R A A V E . SAN BERNARDINO AVE. LEGEND: EXCEPTIONS TO COVERAGE IN TITLE COMMITMENT BASIS OF BEARINGS: LEGAL DESCRIPTION BENCHMARK FLOOD ZONE: UTILITY PURVEYORS: GEOTECHNICAL ENGINEER MAJOR FF=1166.50 ±41,070 SF SHOPS ±7,120 SF NO PA R K I N G NO PA R K I N G CL E A N A I R / VA N P O O L / E V SI E R R A A V E . PROFESSIONAL SEAL DRAWING ISSUE RECORD REVISION RECORD PROJECT NAME SHEET TITLE SHEET NUMBER DATE: 01/20/2019 CALL BEFORE YOU DIG 1-800-227-2600 2 WORKING DAY NOTICE REQUIRED AT LEAST NW C S A N B E R N A R D I N O A V E . & S I E R R A A V E . FO N T A N A , C A 9 2 3 3 5 MU L T I - T E N A N T PRELIMINARY GRADING PLAN C-02PCC U-GUTTER BASIS OF BEARINGS: BENCHMARK PAD 3 FF=1163.00 ±5,077 SF PAD 2 FF=1160.67 ±2,300 SF PAD 1 FF=1159.00 ±6,420 SF SAN BERNARDINO AVE.℄ SI E R R A A V E . PROFESSIONAL SEAL DRAWING ISSUE RECORD REVISION RECORD PROJECT NAME SHEET TITLE SHEET NUMBER DATE: 01/20/2019 CALL BEFORE YOU DIG 1-800-227-2600 2 WORKING DAY NOTICE REQUIRED AT LEAST NW C S A N B E R N A R D I N O A V E . & S I E R R A A V E . FO N T A N A , C A 9 2 3 3 5 MU L T I - T E N A N T PRELIMINARY GRADING PLAN C-03 BASIS OF BEARINGS: BENCHMARK PROFESSIONAL SEAL DRAWING ISSUE RECORD REVISION RECORD PROJECT NAME SHEET TITLE SHEET NUMBER DATE: 01/20/2019 CALL BEFORE YOU DIG 1-800-227-2600 2 WORKING DAY NOTICE REQUIRED AT LEAST NW C S A N B E R N A R D I N O A V E . & S I E R R A A V E . FO N T A N A , C A 9 2 3 3 5 MU L T I - T E N A N T DETAILS C-04 PROFESSIONAL SEAL DRAWING ISSUE RECORD REVISION RECORD PROJECT NAME SHEET TITLE SHEET NUMBER DATE: 01/20/2019 CALL BEFORE YOU DIG 1-800-227-2600 2 WORKING DAY NOTICE REQUIRED AT LEAST NW C S A N B E R N A R D I N O A V E . & S I E R R A A V E . FO N T A N A , C A 9 2 3 3 5 MU L T I - T E N A N T DETAILS C-05 PROFESSIONAL SEAL DRAWING ISSUE RECORD REVISION RECORD PROJECT NAME SHEET TITLE SHEET NUMBER DATE: 01/20/2019 CALL BEFORE YOU DIG 1-800-227-2600 2 WORKING DAY NOTICE REQUIRED AT LEAST NW C S A N B E R N A R D I N O A V E . & S I E R R A A V E . FO N T A N A , C A 9 2 3 3 5 MU L T I - T E N A N T DETAILS C-06 MAJOR FF=1166.50 ±41,070 SF SHOPS ±7,120 SF PAD 3 FF=1163.00 ±5,077 SF PAD 2 FF=1160.67 ±2,300 SF PAD 1 FF=1159.00 ±6,420 SF SI E R R A A V E . ℄ SAN BERNARDINO AVE.℄ NO PA R K I N G NO PA R K I N G CLE A N A I R / VA N P O O L / E V DMA-1 7.04AC. DMA-2 1.42AC. PROFESSIONAL SEAL DRAWING ISSUE RECORD REVISION RECORD PROJECT NAME SHEET TITLE SHEET NUMBER DATE: 01/20/2019 CALL BEFORE YOU DIG 1-800-227-2600 2 WORKING DAY NOTICE REQUIRED AT LEAST NW C S A N B E R N A R D I N O A V E . & S I E R R A A V E . FO N T A N A , C A 9 2 3 3 5 MU L T I - T E N A N T LEGEND WQMP PLAN C-07 CALCULATION SUMMARY: SOURCE CONTROL BMPS: NON-STRUCTURAL SOURCE CONTROL REFER TO DETAILS PAGE FOR BMP DETAILS MAJOR FF=1166.50 ±41,070 SF SHOPS ±7,120 SF PAD 3 FF=1163.00 ±5,077 SF PAD 2 FF=1160.67 ±2,300 SF PAD 1 FF=1159.00 ±6,420 SF SI E R R A A V E . ℄ SAN BERNARDINO AVE.℄ NO PA R K I N G NO PA R K I N G CLE A N A I R / VA N P O O L / E V PROFESSIONAL SEAL DRAWING ISSUE RECORD REVISION RECORD PROJECT NAME SHEET TITLE SHEET NUMBER DATE: 01/20/2019 CALL BEFORE YOU DIG 1-800-227-2600 2 WORKING DAY NOTICE REQUIRED AT LEAST NW C S A N B E R N A R D I N O A V E . & S I E R R A A V E . FO N T A N A , C A 9 2 3 3 5 MU L T I - T E N A N T PRELIMINARY WET UTILITY PLAN C-08 GENERAL NOTES: MAJOR FF=1166.50 ±41,070 SF SHOPS ±7,120 SF PAD 3 FF=1163.00 ±5,077 SF PAD 2 FF=1160.67 ±2,300 SF PAD 1 FF=1159.00 ±6,420 SF NO PA R K I N G NO PAR K I N G CLE A N A I R / VA N P O O L / E V PARCEL 2 52,578SQ.FT PARCEL 3 71,412 SQ.FT PARCEL 1 182,878 SQ.FT LEGEND PARCEL 2 52,578SQ.FT PARCEL 3 71,412 SQ.FT PARCEL 1 182,878 SQ.FT SI E R R A A V E . ℄ SAN BERNARDINO AVE.℄ LEGEND NO PAR K I N G NO PAR K I N G CLE A N A I R / VA N P O O L / E V 48" W. TABLE SI E R R A A V E . ℄ SAN BERNARDINO AVE.℄ VICINITY MAP NTS PROJECT SITE Inspection and Maintenance Guide FLOGARD® LOPRO TRENCH DRAIN FILTER DRAIN A G E P R OTECTION SY ST E M S A division of Oldcastle Infrastructure SCOPE: Federal, State and Local Clean Water Act regulations and those of insurance carriers require that stormwater filtration systems be maintained and serviced on a recurring basis. The intent of the regulations is to ensure that the systems, on a continuing basis, efficiently remove pollutants from stormwater runoff thereby preventing pollution of the nation’s water resources. These specifications apply to the FloGard® LoPro Trench Drain Filter. RECOMMENDED FREQUENCY OF SERVICE: Drainage Protection Systems (DPS) recommends that installed FloGard LoPro Trench Drain Filters be serviced on a recurring basis. Ultimately, the frequency depends on the amount of runoff, pollutant loading and interference from debris (leaves, vegetation, cans, paper, etc.); however, it is recommended that each installation be serviced a minimum of three times per year, with a change of filter medium once per year. DPS technicians are available to do an on-site evaluation, upon request. RECOMMENDED TIMING OF SERVICE: DPS guidelines for the timing of service are as follows: 1. For areas with a definite rainy season: Prior to, during and following the rainy season. 2. For areas subject to year-round rainfall: On a recurring basis (at least three times per year).3. For areas with winter snow and summer rain: Prior to and just after the snow season and during the summer rain season. 4. For installed devices not subject to the elements (washracks, parking garages, etc.): On a recurring basis (no less than three times per year). SERVICE PROCEDURES: 1. The trench drain grate(s) shall be removed and set to one side. 2. The service shall commence with collection and removal of sediment and debris (litter, leaves, papers, cans, etc.). 3. The trench drain shall be visually inspected for defects and possible illegal dumping. If illegal dumping has occurred, the proper authorities and property owner representative shall be notified as soon as practicable. 4. Using an industrial vacuum, the collected materials shall be removed from the filter liner. (Note: DPS uses a truck-mounted vacuum for servicing FloGard LoPro Trench Drain Filters.) 5. When all of the collected materials have been removed, the filter assembly shall be removed from the drainage inlet. The outer filter liner shall be removed from the filter assembly and filter medium pouches shall be removed by unsnapping the tether from the interior ring and sent to one side. The filter liner, PVC body and fittings shall be inspected for continued serviceability. Minor damage or defects found shall be corrected on the spot and a notation made on the Maintenance Record. More extensive deficiencies that affect the efficiency of the filter (torn liner, etc.), if approved by the customer representative, will be corrected and a quote submitted to the representative along with the Maintenance Record. 6. The filter liner and filter medium pouches shall be inspected for defects and continued serviceability and replaced as necessary and the pouch tethers re-attached to the PVC body interior ring. 7. The grate(s) shall be replaced. 2 INSPECTION AND MAINTENANCE GUIDE 3 REPLACEMENT AND DISPOSAL OF EXPOSED FILTER MEDIUM AND COLLECTED DEBRIS The frequency of filter medium exchange will be in accordance with the existing DPS-Customer Maintenance Contract. DPS recommends that the medium be changed at least once per year. During the appropriate service, or if so determined by the service technician during a non-scheduled service, the filter medium pouches will be replaced. Once the exposed pouches and debris have been removed, DPS has possession and must dispose of it in accordance with local, state and federal agency requirements. DPS also has the capability of servicing all manner of storm drain filters, catch basin inserts and catch basins without inserts, underground oil/water separators, stormwater interceptors and other such devices. All DPS personnel are highly qualified technicians and are confined-space trained and certified. Call us at (888) 950-8826 for further information and assistance. BUILDINGSTRUCTURES OUR MARKETS TRANSPORTATION WATER ENERGYCOMMUNICATIONS January 2019 v.1 www.oldcastleinfrastructure.com 800-579-8819 FLOGARD® LOPRO TRENCH DRAIN FILTER Inspection and Maintenance Guide DRAIN A G E P R OTECTION SY ST E M S A division of Oldcastle Infrastructure FLOGARD+PLUS® CATCH BASIN INSERT FILTER SCOPE: Federal, State and Local Clean Water Act regulations and those of insurance carriers require that stormwater filtration systems be maintained and serviced on a recurring basis. The intent of the regulations is to ensure that the systems, on a continuing basis, efficiently remove pollutants from stormwater runoff thereby preventing pollution of the nation’s water resources. These specifications apply to the FloGard+Plus® Catch Basin Insert Filter. RECOMMENDED FREQUENCY OF SERVICE: Drainage Protection Systems (DPS) recommends that installed FloGard+Plus Catch Basin Insert Filters be serviced on a recurring basis. Ultimately, the frequency depends on the amount of runoff, pollutant loading and interference from debris (leaves, vegetation, cans, paper, etc.); however, it is recommended that each installation be serviced a minimum of three times per year, with a change of filter medium once per year. DPS technicians are available to do an on-site evaluation, upon request. RECOMMENDED TIMING OF SERVICE: DPS guidelines for the timing of service are as follows: 1. For areas with a definite rainy season: Prior to, during and following the rainy season. 2. For areas subject to year-round rainfall: On a recurring basis (at least three times per year). 3. For areas with winter snow and summer rain: Prior to and just after the snow season and during the summer rain season.4. For installed devices not subject to the elements (wash racks, parking garages, etc.): On a recurring basis (no less than three times per year). SERVICE PROCEDURES: 1. The catch basin grate shall be removed and set to one side. The catch basin shall be visually inspected for defects and possible illegal dumping. If illegal dumping has occurred, the proper authorities and property owner representative shall be notified as soon as practicable. 2. Using an industrial vacuum, the collected materials shall be removed from the liner. (Note: DPS uses a truck-mounted vacuum for servicing FloGard+Plus catch basin inserts).3. When all of the collected materials have been removed, the filter medium pouches shall be removed by unsnapping the tether from the D-ring and set to one side. The filter liner, gaskets, stainless steel frame and mounting brackets, etc., shall be inspected for continued serviceability. Minor damage or defects found shall be corrected on-the-spot and a notation made on the Maintenance Record. More extensive deficiencies that affect the efficiency of the filter (torn liner, etc.), if approved by the customer representative, will be corrected and an invoice submitted to the representative along with the Maintenance Record. 4. The filter medium pouches shall be inspected for defects and continued serviceability and replaced as necessary, and the pouch tethers re-attached to the liner’s D-ring. 5. The grate shall be replaced. REPLACEMENT AND DISPOSAL OF EXPOSED FILTER MEDIUM AND COLLECTED DEBRIS The frequency of filter medium exchange will be in accordance with the existing DPS-Customer Maintenance Contract. DPS recommends that the medium be changed at least once per year. During the appropriate service, or if so determined by the service technician during a non-scheduled service, the filter medium will be replaced with new material. Once the exposed pouches and debris have been removed, DPS has possession and must dispose of it in accordance with local, state and federal agency requirements. DPS also has the capability of servicing all manner of storm drain filters, catch basin inserts and catch basins without inserts, underground oil/water separators, stormwater interceptors and other such devices. All DPS personnel are highly qualified technicians and are confined-space trained and certified. Call us at (888) 950-8826 for further information and assistance. 2 FLOGARD+PLUS® CATCH BASIN INSERT FILTER BUILDINGSTRUCTURES OUR MARKETS TRANSPORTATION WATER ENERGYCOMMUNICATIONS February 2019 v.1 www.oldcastleinfrastructure.com 800-579-8819 Revision: 7/26/12 610 Morgantown Road, Reading, PA 19611 P: 610-374-5109 F: 610-736-1280 Email: Stormwater@brentwoodindustries.com 1 of 2 Maintenance Guidelines General: The StormTank™ Stormwater Storage Module is a component in a stormwater collection system, providing storage for the detention or infiltration of runoff. No two systems are the same; with varying shapes, sizes and configurations. Some include pre-treatment to remove sediment and/or contaminants prior to entering the storage area and some do not. Systems without pre-treatment require greater attention to system functionality and may require additional maintenance. In order to sustain system functionality Brentwood offers the following general maintenance guidelines. Precautions: 1. Prior to & During Construction - Siltation prevention of the stormwater system. a. Conform to all local, state and federal regulations for sediment and erosion control during construction. b. Install site erosion and sediment BMP’s (Best Management Practices) required to prevent siltation of the stormwater system. c. Inspect and maintain erosion and sediment BMP’s during construction. 2. Post Construction - Prior to commissioning the StormTank™ system. a. Remove and properly dispose of construction erosion and sediment BMP’s per all local, state and federal regulations. Care should be taken during removal of the BMP’s as not to allow collected sediment or debris into the stormwater system. b. Flush the StormTank™ system to remove any sediment or construction debris immediately after the BMP’s removal. Follow the maintenance procedure outlined. Inspections: Follow all local, state, and federal regulations regarding stormwater BMP inspection requirements. Brentwood Industries makes the following recommendations: 1. Frequency a. During the first service year a visual inspection should be completed during and after each major rainfall event, in addition to semi-annually, to establish a pattern of sediment and debris buildup. i. Each stormwater system is unique and multiple criteria can affect maintenance frequency such as: Revision: 7/26/12 610 Morgantown Road, Reading, PA 19611 P: 610-374-5109 F: 610-736-1280 Email: Stormwater@brentwoodindustries.com 2 of 2 a) System Design: pre-treatment/no-pretreatment, inlet protection, stand alone device. b) Surface Area Collecting From: hardscape, gravel, soil. c) Adjacent Area: soil runoff, gravel, trash. d) Seasonal Changes: fall-leaves, winter-salt/cinders. b. Second year plus; establish an annual inspection frequency based on the information collected during the first year. At a minimum an inspection should be perform semi-annually. c. Seasonal change; regional areas affected by seasonal change (spring, summer, fall, winter) may require additional inspections at the change of seasons in addition to semi-annually. 2. Inspect: a. Inspection ports. b. Inflow and outflow points including the inlet/manhole and pipes. c. Discharge area. 3. Identify and Report maintenance required: a. Sediment and debris accumulation. b. System backing up. c. Flow rate change. Maintenance Procedures: 1. Conform to all local, state and federal regulations. 2. Determine if maintenance is required. If a pre-treatment device is installed, follow manufacturer recommendations. 3. Using a vacuum pump truck evacuate debris from the inflow and outflow points. 4. Flush the system with clean water forcing debris from the system. Take care to avoid extreme direct water pressure when flushing the system. 5. Repeat steps 3 and 4 until no debris is evident. These maintenance guidelines were written by Brentwood Industries, Inc. with the express purpose of providing helpful hints. These guidelines are no to be construed as the only Brentwood approved methods for StormTank™ system maintenance or the final authority in system maintenance. Check with the stormwater system owner/project engineer for their contract/specification requirements and or recommendations. Contact your local StormTank™ distributor or Brentwood Industries for additional technical support if required. sec 1 hr 1 hr Maxwell® Plus Drainage System Calculations Given: Measured Infiltration Rate 0.83 in/hr Safety Factor Mitigated Volume included 400 ft3 Required Drawdown Time 48 hours Min. Depth to Infiltration 0 ft Max. Drywell Depth 50 ft Design: Actual Depth to Infiltration 10 ft Rock Porosity 40 % Actual Drywell Bottom Depth 50 ft Convert Measured Infiltration Rate from in/hr to ft/sec. =0.000019 ft/sec A 4 foot diameter drywell provides 12.57 SF of infiltration area per foot of depth, plus 12.57 SF at the bottom. For a 50 foot deep drywell, infiltration occurs between 10 feet and 50 feet below grade. This provides 40 feet of infiltration depth in addition to the bottom area. Total infiltration area is calculated below. 40 ft x 12.57 ft 2 ft 12.57 ft 2 = 515 ft 2 Combine design rate with infiltration area to get flow (disposal) rate for each drywell. 0.000019 ft x 515 ft 2 = 0.0098 ft 3 sec Volume of disposal for each drywell based on various time frames are included below. 48 hrs: 0.0098 CFS x 48 hours x 3 hrs: 0.0098 CFS x 3 hours x 3600 sec = 1,693 cubic feet of retained water disposed of. 3600 sec = 105 cubic feet of retained water disposed of. Total Volume for one Drywell = 1,693 cf X 3 = 5,079 + 105 = 5,184 + PR E S O R T E D ST A N D A R D U.S . P O S T A G E P AI D SA C R A M E N T O , C A PE R M I T # 0 0 0 Sa n B e r n a r d i n o C o u n t y S t o r m w a t e r P r o g r a m 82 5 E a s t T h i r d S t r e e t • R o o m 1 2 7 Sa n B e r n a r d i n o , C A 9 4 2 1 5 - 0 8 3 5 Pollution LANDSCAPE MAINTENANCE Prevention STORMWATER Stormwater Management Practices for Commercial Landscape Maintenance Pollution PreventionS T O R M W A T E R Recycle Yard Waste Recycle leaves, grass clippings and other yard waste. Do not blow, sweep, rake or hose yard waste into the street. Try grasscycling - the natural recycling of grass by leaving clippings on the lawn when mowing. Grass clippings will quickly decompose, returning valuable nutrients to the soil. Further information can be obtained at www.ciwmb.ca.gov/Organics. Use Fertilizers, Herbicides and Pesticides Safely Fertilizers, herbicides and pesticides are often carried into the storm drain system by sprinkler runoff. Use of natural, non-toxic alternatives to the traditional fertilizers, herbicides and pesticides is highly recommended. If you must use chemical fertilizers, herbicides, or pesticides: Spot apply pesticides and herbicides, rather than blanketing entire areas. Avoid applying near curbs and driveways, and never apply before a rain. Apply fertilizers as needed, when plants can best use it, and when the potential for it being carried away by runoff is low. Recycle Hazardous Waste Pesticides, fertilizers, herbicides and motor oil contaminate landfills and should be disposed of through a Hazardous Waste Facility, which accepts these types of materials. For information on proper disposal call, (909) 386-8401. Use Water Wisely Conserve water and prevent runoff by controlling the amount of water and direction of sprinklers. Sprinklers should be on long enough to allow water to soak into the ground but not so long as to cause runoff. Periodically inspect, fix leaks and realign sprinkler heads. Plant native vegetation to reduce the need of water, fertilizers, herbicides, and pesticides. Prevent Erosion Erosion washes sediments, debris and toxic runoff into the storm drain system, polluting waterways. Prevent erosion and sediment runoff by using ground cover, berms and vegetation down-slope to capture runoff. Avoid excavation or grading during wet weather. Store Materials Safely Keep landscaping materials and debris away from the street, gutter and storm drains. On-site stockpiles of materials must be covered with plastic sheeting to protect from rain, wind and runoff. To report illegal dumping or for more information on stormwater pollution prevention, call:1 (800) CLEANUP or visit our websites:www.co.san-bernardino.ca.us/flood/npdes www.1800cleanup.org Yard waste, sediments, and toxic lawn/garden chemicals used in commercial landscape maintenance often make their way into the San Bernardino County storm drain system and do not get treated before reaching the Santa Ana River. This pollutes our drinking water and contaminates local waterways, making them unsafe for people and wildlife. Following these best management practices will prevent pollution, comply with regulations and protect public health. (877) WASTE18 sbcountystormwater.org (877) WASTE18 sbcountystormwater.org To report illegal dumping call or visit our website: For more information about how you can prevent stormwater pollution: www.sbcountystormwater.org For more information about how you can prevent stormwater pollution: www.sbcountystormwater.org Spill Prevention, Control & Cleanup SC-11 Objectives „ Cover „ Contain „ Educate „ Reduce/Minimize „ Product Substitution Targeted Constituents Errata 4-06 Industrial and Commercial www.cabmphandbooks.com Description Many activities that occur at an industrial or commercial site have the potential to cause accidental or illegal spills. Preparation for accidental or illegal spills, with proper training and reporting systems implemented, can minimize the discharge of pollutants to the environment. Spills and leaks are one of the largest contributors of stormwater pollutants. Spill prevention and control plans are applicable to any site at which hazardous materials are stored or used. An effective plan should have spill prevention and response procedures that identify potential spill areas, specify material handling procedures, describe spill response procedures, and provide spill clean-up equipment. The plan should take steps to identify and characterize potential spills, eliminate and reduce spill potential, respond to spills when they occur in an effort to prevent pollutants from entering the stormwater drainage system, and train personnel to prevent and control future spills. Approach Pollution Prevention „ Develop procedures to prevent/mitigate spills to storm drain systems. Develop and standardize reporting procedures, containment, storage, and disposal activities, documentation, and follow-up procedures. „ Develop a Spill Prevention Control and Countermeasure (SPCC) Plan. The plan should include: Sediment Nutrients Trash Metals ; Bacteria Oil and Grease ; Organics ; Photo Credit: Geoff Brosseau January 2003 California Stormwater BMP Handbook 1 of 9 SC-11 Spill Prevention, Control & Cleanup - Description of the facility, owner and address, activities and chemicals present - Facility map - Notification and evacuation procedures - Cleanup instructions - Identification of responsible departments - Identify key spill response personnel „ Recycle, reclaim, or reuse materials whenever possible. This will reduce the amount of process materials that are brought into the facility. Suggested Protocols (including equipment needs) Spill Prevention „ Develop procedures to prevent/mitigate spills to storm drain systems. Develop and standardize reporting procedures, containment, storage, and disposal activities, documentation, and follow-up procedures. „ If consistent illegal dumping is observed at the facility: - Post “No Dumping” signs with a phone number for reporting illegal dumping and disposal. Signs should also indicate fines and penalties applicable for illegal dumping. - Landscaping and beautification efforts may also discourage illegal dumping. - Bright lighting and/or entrance barriers may also be needed to discourage illegal dumping. „ Store and contain liquid materials in such a manner that if the tank is ruptured, the contents will not discharge, flow, or be washed into the storm drainage system, surface waters, or groundwater. „ If the liquid is oil, gas, or other material that separates from and floats on water, install a spill control device (such as a tee section) in the catch basins that collects runoff from the storage tank area. „ Routine maintenance: - Place drip pans or absorbent materials beneath all mounted taps, and at all potential drip and spill locations during filling and unloading of tanks. Any collected liquids or soiled absorbent materials must be reused/recycled or properly disposed. - Store and maintain appropriate spill cleanup materials in a location known to all near the tank storage area; and ensure that employees are familiar with the site’s spill control plan and/or proper spill cleanup procedures. - Sweep and clean the storage area monthly if it is paved, do not hose down the area to a storm drain. 2 of 9 California Stormwater BMP Handbook January 2003 Industrial and Commercial Errata 4-06 www.cabmphandbooks.com Spill Prevention, Control & Cleanup SC-11 - Check tanks (and any containment sumps) daily for leaks and spills. Replace tanks that are leaking, corroded, or otherwise deteriorating with tanks in good condition. Collect all spilled liquids and properly dispose of them. „ Label all containers according to their contents (e.g., solvent, gasoline). „ Label hazardous substances regarding the potential hazard (corrosive, radioactive, flammable, explosive, poisonous). „ Prominently display required labels on transported hazardous and toxic materials (per US DOT regulations). „ Identify key spill response personnel. Spill Control and Cleanup Activities „ Follow the Spill Prevention Control and Countermeasure Plan. „ Clean up leaks and spills immediately. „ Place a stockpile of spill cleanup materials where it will be readily accessible (e.g., near storage and maintenance areas). „ On paved surfaces, clean up spills with as little water as possible. Use a rag for small spills, a damp mop for general cleanup, and absorbent material for larger spills. If the spilled material is hazardous, then the used cleanup materials are also hazardous and must be sent to a certified laundry (rags) or disposed of as hazardous waste. Physical methods for the cleanup of dry chemicals include the use of brooms, shovels, sweepers, or plows. „ Never hose down or bury dry material spills. Sweep up the material and dispose of properly. „ Chemical cleanups of material can be achieved with the use of adsorbents, gels, and foams. Use adsorbent materials on small spills rather than hosing down the spill. Remove the adsorbent materials promptly and dispose of properly. „ For larger spills, a private spill cleanup company or Hazmat team may be necessary. Reporting „ Report spills that pose an immediate threat to human health or the environment to the Regional Water Quality Control Board. „ Federal regulations require that any oil spill into a water body or onto an adjoining shoreline be reported to the National Response Center (NRC) at 800-424-8802 (24 hour). „ Report spills to local agencies, such as the fire department; they can assist in cleanup. „ Establish a system for tracking incidents. The system should be designed to identify the following: - Types and quantities (in some cases) of wastes - Patterns in time of occurrence (time of day/night, month, or year) January 2003 California Stormwater BMP Handbook 3 of 9 Errata 4-06 Industrial and Commercial www.cabmphandbooks.com SC-11 Spill Prevention, Control & Cleanup - Mode of dumping (abandoned containers, “midnight dumping” from moving vehicles, direct dumping of materials, accidents/spills) - Responsible parties Training „ Educate employees about spill prevention and cleanup. „ Well-trained employees can reduce human errors that lead to accidental releases or spills: - The employee should have the tools and knowledge to immediately begin cleaning up a spill should one occur. - Employees should be familiar with the Spill Prevention Control and Countermeasure Plan. „ Employees should be educated about aboveground storage tank requirements. Employees responsible for aboveground storage tanks and liquid transfers should be thoroughly familiar with the Spill Prevention Control and Countermeasure Plan and the plan should be readily available. „ Train employees to recognize and report illegal dumping incidents. Other Considerations (Limitations and Regulations) „ A Spill Prevention Control and Countermeasure Plan (SPCC) is required for facilities that are subject to the oil pollution regulations specified in Part 112 of Title 40 of the Code of Federal Regulations or if they have a storage capacity of 10,000 gallons or more of petroleum. (Health and Safety Code 6.67) „ State regulations also exist for storage of hazardous materials (Health & Safety Code Chapter 6.95), including the preparation of area and business plans for emergency response to the releases or threatened releases. „ Consider requiring smaller secondary containment areas (less than 200 sq. ft.) to be connected to the sanitary sewer, prohibiting any hard connections to the storm drain. Requirements Costs (including capital and operation & maintenance) „ Will vary depending on the size of the facility and the necessary controls. „ Prevention of leaks and spills is inexpensive. Treatment and/or disposal of contaminated soil or water can be quite expensive. Maintenance (including administrative and staffing) „ This BMP has no major administrative or staffing requirements. However, extra time is needed to properly handle and dispose of spills, which results in increased labor costs. 4 of 9 California Stormwater BMP Handbook January 2003 Industrial and Commercial Errata 4-06 www.cabmphandbooks.com Spill Prevention, Control & Cleanup SC-11 Supplemental Information Further Detail of the BMP Reporting Record keeping and internal reporting represent good operating practices because they can increase the efficiency of the facility and the effectiveness of BMPs. A good record keeping system helps the facility minimize incident recurrence, correctly respond with appropriate cleanup activities, and comply with legal requirements. A record keeping and reporting system should be set up for documenting spills, leaks, and other discharges, including discharges of hazardous substances in reportable quantities. Incident records describe the quality and quantity of non-stormwater discharges to the storm sewer. These records should contain the following information: „ Date and time of the incident „ Weather conditions „ Duration of the spill/leak/discharge „ Cause of the spill/leak/discharge „ Response procedures implemented „ Persons notified „ Environmental problems associated with the spill/leak/discharge Separate record keeping systems should be established to document housekeeping and preventive maintenance inspections, and training activities. All housekeeping and preventive maintenance inspections should be documented. Inspection documentation should contain the following information: „ The date and time the inspection was performed „ Name of the inspector „ Items inspected „ Problems noted „ Corrective action required „ Date corrective action was taken Other means to document and record inspection results are field notes, timed and dated photographs, videotapes, and drawings and maps. Aboveground Tank Leak and Spill Control Accidental releases of materials from aboveground liquid storage tanks present the potential for contaminating stormwater with many different pollutants. Materials spilled, leaked, or lost from January 2003 California Stormwater BMP Handbook 5 of 9 Errata 4-06 Industrial and Commercial www.cabmphandbooks.com SC-11 Spill Prevention, Control & Cleanup tanks may accumulate in soils or on impervious surfaces and be carried away by stormwater runoff. The most common causes of unintentional releases are: „ Installation problems „ Failure of piping systems (pipes, pumps, flanges, couplings, hoses, and valves) „ External corrosion and structural failure „ Spills and overfills due to operator error „ Leaks during pumping of liquids or gases from truck or rail car to a storage tank or vice versa Storage of reactive, ignitable, or flammable liquids should comply with the Uniform Fire Code and the National Electric Code. Practices listed below should be employed to enhance the code requirements: „ Tanks should be placed in a designated area. „ Tanks located in areas where firearms are discharged should be encapsulated in concrete or the equivalent. „ Designated areas should be impervious and paved with Portland cement concrete, free of cracks and gaps, in order to contain leaks and spills. „ Liquid materials should be stored in UL approved double walled tanks or surrounded by a curb or dike to provide the volume to contain 10 percent of the volume of all of the containers or 110 percent of the volume of the largest container, whichever is greater. The area inside the curb should slope to a drain. „ For used oil or dangerous waste, a dead-end sump should be installed in the drain. „ All other liquids should be drained to the sanitary sewer if available. The drain must have a positive control such as a lock, valve, or plug to prevent release of contaminated liquids. „ Accumulated stormwater in petroleum storage areas should be passed through an oil/water separator. Maintenance is critical to preventing leaks and spills. Conduct routine inspections and: „ Check for external corrosion and structural failure. „ Check for spills and overfills due to operator error. „ Check for failure of piping system (pipes, pumps, flanger, coupling, hoses, and valves). „ Check for leaks or spills during pumping of liquids or gases from truck or rail car to a storage facility or vice versa. 6 of 9 California Stormwater BMP Handbook January 2003 Industrial and Commercial Errata 4-06 www.cabmphandbooks.com Spill Prevention, Control & Cleanup SC-11 „ Visually inspect new tank or container installation for loose fittings, poor welding, and improper or poorly fitted gaskets. „ Inspect tank foundations, connections, coatings, and tank walls and piping system. Look for corrosion, leaks, cracks, scratches, and other physical damage that may weaken the tank or container system. „ Frequently relocate accumulated stormwater during the wet season. „ Periodically conduct integrity testing by a qualified professional. Vehicle Leak and Spill Control Major spills on roadways and other public areas are generally handled by highly trained Hazmat teams from local fire departments or environmental health departments. The measures listed below pertain to leaks and smaller spills at vehicle maintenance shops. In addition to implementing the spill prevention, control, and clean up practices above, use the following measures related to specific activities: Vehicle and Equipment Maintenance „ Perform all vehicle fluid removal or changing inside or under cover to prevent the run-on of stormwater and the runoff of spills. „ Regularly inspect vehicles and equipment for leaks, and repair immediately. „ Check incoming vehicles and equipment (including delivery trucks, and employee and subcontractor vehicles) for leaking oil and fluids. Do not allow leaking vehicles or equipment onsite. „ Always use secondary containment, such as a drain pan or drop cloth, to catch spills or leaks when removing or changing fluids. „ Immediately drain all fluids from wrecked vehicles. „ Store wrecked vehicles or damaged equipment under cover. „ Place drip pans or absorbent materials under heavy equipment when not in use. „ Use adsorbent materials on small spills rather than hosing down the spill. „ Remove the adsorbent materials promptly and dispose of properly. „ Promptly transfer used fluids to the proper waste or recycling drums. Don’t leave full drip pans or other open containers lying around. „ Oil filters disposed of in trashcans or dumpsters can leak oil and contaminate stormwater. Place the oil filter in a funnel over a waste oil recycling drum to drain excess oil before disposal. Oil filters can also be recycled. Ask your oil supplier or recycler about recycling oil filters. January 2003 California Stormwater BMP Handbook 7 of 9 Errata 4-06 Industrial and Commercial www.cabmphandbooks.com SC-11 Spill Prevention, Control & Cleanup „ Store cracked batteries in a non-leaking secondary container. Do this with all cracked batteries, even if you think all the acid has drained out. If you drop a battery, treat it as if it is cracked. Put it into the containment area until you are sure it is not leaking. Vehicle and Equipment Fueling „ Design the fueling area to prevent the run-on of stormwater and the runoff of spills: - Cover fueling area if possible. - Use a perimeter drain or slope pavement inward with drainage to a sump. - Pave fueling area with concrete rather than asphalt. „ If dead-end sump is not used to collect spills, install an oil/water separator. „ Install vapor recovery nozzles to help control drips as well as air pollution. „ Discourage “topping-off’ of fuel tanks. „ Use secondary containment when transferring fuel from the tank truck to the fuel tank. „ Use adsorbent materials on small spills and general cleaning rather than hosing down the area. Remove the adsorbent materials promptly. „ Carry out all Federal and State requirements regarding underground storage tanks, or install above ground tanks. „ Do not use mobile fueling of mobile industrial equipment around the facility; rather, transport the equipment to designated fueling areas. „ Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. „ Train employees in proper fueling and cleanup procedures. Industrial Spill Prevention Response For the purposes of developing a spill prevention and response program to meet the stormwater regulations, facility managers should use information provided in this fact sheet and the spill prevention/response portions of the fact sheets in this handbook, for specific activities. The program should: „ Integrate with existing emergency response/hazardous materials programs (e.g., Fire Department) „ Develop procedures to prevent/mitigate spills to storm drain systems „ Identify responsible departments „ Develop and standardize reporting procedures, containment, storage, and disposal activities, documentation, and follow-up procedures „ Address spills at municipal facilities, as well as public areas 8 of 9 California Stormwater BMP Handbook January 2003 Industrial and Commercial Errata 4-06 www.cabmphandbooks.com Spill Prevention, Control & Cleanup SC-11 „ Provide training concerning spill prevention, response and cleanup to all appropriate personnel References and Resources California’s Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Clark County Storm Water Pollution Control Manual http://www.co.clark.wa.us/pubworks/bmpman.pdf King County Storm Water Pollution Control Manual http://dnr.metrokc.gov/wlr/dss/spcm.htm Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.org The Stormwater Managers Resource Center http://www.stormwatercenter.net/ January 2003 California Stormwater BMP Handbook 9 of 9 Errata 4-06 Industrial and Commercial www.cabmphandbooks.com 8711 Monroe Court, Suite A Rancho Cucamonga, CA 91730 Phone (909) 980-6455 Fax (909) 980-6435 SAN JOSE, CA | STOCKTON, CA | FRESNO, CA | BAKERSFIELD, CA | RANCHO CUCAMONGA, CA DALLAS, TX | DENVER, CO | CHARLESTON, SC January 17, 2020 Project No. 3-219-1140 Mr. Carl Middleton Northridge Gonzalez Market, Inc. 1201 N. Magnolia Avenue Anaheim, California 92801 SUBJECT: RELIANCE LETTER GEOTECHNICAL ENGINEERING REPORT – DATED JANUARY 17, 2020 PROPOSED ASSISTED LIVING AND MEMORY CARE FACILITY 9385-9417 19TH STREET RANCHO CUCAMONGA, CALIFORNIA To whom it may concern: Following the request of Northridge Gonzalez Market, Inc., Salem Engineering Group, Inc. (SALEM) hereby authorizes Los Altos XXVIII, LP; Maywo U.S.A Corporation; Northgate Gonzalez, LLC; Northgate Gonzalez RE, LLC; Sierra San Bernardino Partners LLC; STB Structural Engineers, Inc.; Blue Peak Engineering, Inc., and their employees, agents, successors and assigns to rely upon SALEM’s reports titled, Geotechnical Engineering Investigation, Proposed Multi-Tenant Development, San Bernardino Avenue & Sierra Avenue in Fontana, California, dated January 17, 2020 (SALEM Project No. 3-219-1140) as though SALEM issued it directly to Northridge Gonzalez Market, Inc. (Geotechnical Engineering Investigation) and assigns on the above-noted date. Such authorization is however, expressly conditioned upon Los Altos XXVIII, LP; Maywo U.S.A Corporation; Northgate Gonzalez, LLC; Northgate Gonzalez RE, LLC; Sierra San Bernardino Partners LLC; STB Structural Engineers, Inc.; Blue Peak Engineering, Inc., or its assign’s acceptance of the terms, conditions and limitations contained in SALEM’s Proposal submitted to and agreed upon by, Northridge Gonzalez Market, Inc., for the performance of said Geotechnical Engineering Investigation. No parties other than those named herein are entitled to rely upon the above-referenced report without first obtaining the express written consent of SALEM and no party named herein is entitled to assign its right to rely on such report to a third party without the express written consent of SALEM. We appreciate the opportunity to assist you with this project. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (909) 980-6455. Respectfully submitted, SALEM Engineering Group, Inc. Clarence Jiang, PE, GE Project Engineer RCE No. 50233/ RGE No. 2477 GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED MULTI-TENANT DEVELOPMENT SAN BERNARDINO AVENUE & SIERRA AVENUE FONTANA, CALIFORNIA SALEM PROJECT NO. 3-219-1140 JANUARY 17, 2020 PREPARED FOR: MR. CARL MIDDLETON NORTHRIDGE GONZALEZ MARKETS, INC. 1201 N. MAGNOLIA AVENUE ANAHEIM, CA 92801 PREPARED BY: SALEM ENGINEERING GROUP, INC. 8711 MONROE COURT, SUITE A RANCHO CUCAMONGA, CA 91730 P: (909) 980-6455 F: (909) 980-6435 www.salem.net SAN JOSE ▪ STOCKTON ▪ FRESNO ▪ BAKERSFIELD ▪ RANCHO CUCAMONGA DALLAS, TX ▪ DENVER, CO ▪ CHARLESTON, SC GE O T E C H N I C A L ● E N V IR O N M E N T A L ● G E O L O GY ● M A T E R I A L S T E S TI N G & I N S P E C T I O N ● FO R E N S I C ● L A B O R A T OR Y 8711 Monroe Court, Suite A Rancho Cucamonga, CA 91730 Phone (909) 980-6455 Fax (909) 980-6435 SAN JOSE ▪ STOCKTON ▪ FRESNO ▪ BAKERSFIELD ▪ RANCHO CUCAMONGA DALLAS, TX ▪ DENVER, CO ▪ CHARLESTON, SC January 17, 2020 Project No. 3-219-1140 Mr. Carl Middleton Northridge Gonzalez Markets, Inc. 1201 N. Magnolia Avenue Anaheim, CA 92801 SUBJECT: GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED MULTI-TENANT DEVELOPMENT NWC OF SAN BERNARDINO AVENUE & SIERRA AVENUE FONTANA, CALIFORNIA Dear Mr. Middleton: At your request and authorization, SALEM Engineering Group, Inc. (SALEM) has prepared this Geotechnical Engineering Investigation report for the Proposed Commercial Development to be located at the subject site. The accompanying report presents our findings, conclusions, and recommendations regarding the geotechnical aspects of designing and constructing the project as presently proposed. In our opinion, the proposed project is feasible from a geotechnical viewpoint provided our recommendations are incorporated into the design and construction of the project. We appreciate the opportunity to assist you with this project. Should you have questions regarding this report or need additional information, please contact the undersigned at (909) 980-6455. Respectfully Submitted, SALEM ENGINEERING GROUP, INC. Clarence Jiang, GE R. Sammy Salem, MS, PE, GE Senior Geotechnical Engineer Principal Engineer RGE 2477 RCE 52762 / RGE 2549 TABLE OF CONTENTS 1. PURPOSE AND SCOPE ..................................................................................................... 1 2. PROJECT DESCRIPTION .................................................................................................. 1 3. SITE LOCATION AND DESCRIPTION ........................................................................... 2 4. FIELD EXPLORATION ..................................................................................................... 2 5. LABORATORY TESTING ................................................................................................ 3 6. GEOLOGIC SETTING ....................................................................................................... 3 7. GEOLOGIC HAZARDS ..................................................................................................... 3 7.1 Faulting and Seismicity .......................................................................................................... 3 7.2 Surface Fault Rupture ............................................................................................................. 4 7.3 Ground Shaking ...................................................................................................................... 4 7.4 Liquefaction ............................................................................................................................ 5 7.5 Lateral Spreading .................................................................................................................... 5 7.6 Landslides ............................................................................................................................... 5 7.7 Tsunamis and Seiches ............................................................................................................. 5 8. SOIL AND GROUNDWATER CONDITIONS ................................................................. 6 8.1 Subsurface Conditions ............................................................................................................ 6 8.2 Pavement Conditions .............................................................................................................. 6 8.3 Groundwater ........................................................................................................................... 7 8.4 Soil Corrosion Screening ........................................................................................................ 7 8.5 Percolation Testing ................................................................................................................. 8 9. CONCLUSIONS AND RECOMMENDATIONS............................................................... 9 9.1 General ................................................................................................................................... 9 9.2 Seismic Design Criteria ........................................................................................................ 10 9.3 Soil and Excavation Characteristics ...................................................................................... 11 9.4 Materials for Fill ................................................................................................................... 12 9.5 Grading ................................................................................................................................. 13 9.6 Shallow Foundations ............................................................................................................ 15 9.7 Concrete Slabs-on-Grade ...................................................................................................... 17 9.8 Lateral Earth Pressures and Frictional Resistance ................................................................. 18 9.9 Retaining Walls .................................................................................................................... 19 9.10 Temporary Excavations ........................................................................................................ 20 9.11 Underground Utilities ........................................................................................................... 21 9.12 Surface Drainage .................................................................................................................. 21 9.13 Pavement Design .................................................................................................................. 22 10. PLAN REVIEW, CONSTRUCTION OBSERVATION AND TESTING ........................ 22 10.1 Plan and Specification Review .............................................................................................. 22 10.2 Construction Observation and Testing Services .................................................................... 23 11. LIMITATIONS AND CHANGED CONDITIONS .......................................................... 23 TABLE OF CONTENTS (cont.) FIGURES Figure 1, Vicinity Map Figure 2, Site Plan APPENDIX A – FIELD INVESTIGATION Figures A-1 through A-11, Logs of Exploratory Soil Borings B-1 through B-11 Percolation Test Results, P-1 and P-2 APPENDIX B – LABORATORY TESTING Consolidation Test Results Direct Shear Test Results Gradation Curves Corrosivity Test Results Maximum Density and Optimum Moisture Proctor Test Results APPENDIX C – EARTHWORK AND PAVEMENT SPECIFICATIONS 8711 Monroe Court, Suite A Rancho Cucamonga, CA 91730 Phone (909) 980-6455 Fax (909) 980-6435 Project No. 3-219-1140 - 1 - GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED MULTI-TENANT DEVELOPMENT SAN BERNARDINO AVENUE & SIERRA AVENUE FONTANA, CALIFORNIA 1. PURPOSE AND SCOPE This report presents the results of our Geotechnical Engineering Investigation for the Proposed Multi- Tenant Development to be located near the northwest corner of San Bernardino Avenue and Sierra Avenue in Fontana, California (see Figure 1, Vicinity Map). The purpose of our geotechnical engineering investigation was to observe and sample the subsurface conditions encountered at the site, and provide conclusions and recommendations relative to the geotechnical aspects of constructing the project as presently proposed. The scope of this investigation included a field exploration, percolation testing, laboratory testing, engineering analysis and the preparation of this report. Our field exploration was performed on January 6 and 7, 2020 and included the drilling of eleven (11) small-diameter soil borings to a maximum depth of 36½ feet at the site. Additionally, two (2) percolation tests were performed at depths of 15 and 45 feet below existing grade for the determination of the percolation rate. The locations of the soil borings and percolation tests are depicted on Figure 2, Site Plan. A detailed discussion of our field investigation, exploratory boring logs, and percolation tests are presented in Appendix A. Laboratory tests were performed on selected soil samples obtained during the investigation to evaluate pertinent physical properties for engineering analyses. Appendix B presents the laboratory test results in tabular and graphic format. The recommendations presented herein are based on analysis of the data obtained during the investigation and our experience with similar soil and geologic conditions. If project details vary significantly from those described herein, SALEM should be contacted to determine the necessity for review and possible revision of this report. Earthwork and Pavement Specifications are presented in Appendix C. If text of the report conflict with the specifications in Appendix C, the recommendations in the text of the report have precedence. 2. PROJECT DESCRIPTION Based on the information given to us, we understand that the proposed development of the site will include demolition of existing pavement/improvements and construction of a ±6,420 square-foot Pad 1 with drive-thru, a ±2,300 square-foot Pad 2 with drive-thru, a ±5,077 square-foot Pad 3 with drive-thru, and a ±41,070 square-foot Major pad. Parking and landscaping are planned to be associated with the Project No. 3-219-1140 - 2 - development. Maximum wall load is expected to be on the order of 6 kips per linear foot. Maximum column load is expected to be on the order of 120 kips. Floor slab soil bearing pressure is expected to be on the order of 150 psf. A site grading plan was not available at the time of preparation of this report. As the site area is essentially level, we anticipate that cuts and fills during earthwork will be minimal and limited to providing level pads and positive site drainage. In the event that changes occur in the nature or design of the project, the conclusions and recommendations contained in this report will not be considered valid unless the changes are reviewed and the conclusions of our report are modified. The site configuration and locations of proposed improvements are shown on the Site Plan, Figure 2. 3. SITE LOCATION AND DESCRIPTION The subject site is irregular in shape and located near the northwest corner of San Bernardino Avenue and Sierra Avenue, excluding the Shell Gas Station at the northwest corner of the intersections, in the City of Fontana, California (see Vicinity Map, Figure 1). The site is currently covered with asphalt and concrete pavements, crushed rocks, weeds, parking islands, construction debris of asphalt, concrete, masonry, and rebar. Light poles and fixtures are located throughout the site. Based on Google Earth imagery, the site was occupied by3 commercial buildings before 2018. The topography of the site is gently sloping to the southwest with elevations ranging from approximately 1,158 to 1,175 feet above mean sea level based on Google Earth imagery. 4. FIELD EXPLORATION Our field exploration consisted of site surface reconnaissance and subsurface exploration. The exploratory test borings (B-1 through B-11) were drilled on January 6 and 7, 2020 in the areas shown on the Site Plan, Figure 2. The test borings were advanced with 4-inch solid flight augers rotated by a truck- mounted CME 45 drill rig. The test borings were extended to a maximum depth of 36½ feet below existing grade. Drilling depth was limited due to auger refusal on the dense gravel and cobbles. The materials encountered in the test borings were visually classified in the field, and logs were recorded by a field engineer and stratification lines were approximated on the basis of observations made at the time of drilling. Visual classification of the materials encountered in the test borings were generally made in accordance with the Unified Soil Classification System (ASTM D2487). A soil classification chart and key to sampling is presented on the Unified Soil Classification Chart, in Appendix "A." The logs of the test borings are presented in Appendix "A." The Boring Logs include the soil type, color, moisture content, dry density, and the applicable Unified Soil Classification System symbol. The location of the test borings were determined by measuring from features shown on the Site Plan, provided to us. Hence, accuracy can be implied only to the degree that this method warrants. The actual boundaries between different soil types may be gradual and soil conditions may vary. For a more detailed description of the materials encountered, the Boring Logs in Appendix "A" should be consulted. Soil samples were obtained from the test borings at the depths shown on the logs of borings. Project No. 3-219-1140 - 3 - The MCS samples were recovered and capped at both ends to preserve the samples at their natural moisture content; SPT samples were recovered and placed in a sealed bag to preserve their natural moisture content. The borings were backfilled with soil cuttings after completion of the drilling. 5. LABORATORY TESTING Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory-testing program was formulated with emphasis on the evaluation of natural moisture, density, shear strength, consolidation potential, maximum density and optimum moisture determination, and gradation of the materials encountered. In addition, chemical tests were performed to evaluate the corrosivity of the soils to buried concrete and metal. Details of the laboratory test program and the results of laboratory test are summarized in Appendix "B." This information, along with the field observations, was used to prepare the final boring logs in Appendix "A." 6. GEOLOGIC SETTING The subject site is located within the northern portion of the Inland Valley, within the Peninsular Ranges Geomorphic Province of California. The Inland Valley is situated between the San Bernardino Mountains to the northeast, the San Gabriel Mountains to the north, the Chino Hills to the southwest, and to the southeast by the hilly uplands that separate it from the San Jacinto Basin. These mountain ranges are part of the Transverse Ranges Geomorphic Province of California. The Inland Valley is dominated by northwest-trending faults and adjacent anticlinal uplifts. The intervening deep synclinal troughs are filled with poorly consolidated Upper Pleistocene and unconsolidated Holocene sediments. Tectonism of the region is dominated by the interaction of the East Pacific Plate and the North American Plate along a transform boundary. The Inland Valley has been filled with a variable thickness of relatively young, heterogeneous alluvial deposits. Deposits encountered on the subject site during exploratory drilling are discussed in detail in this report. 7. GEOLOGIC HAZARDS 7.1 Faulting and Seismicity The Peninsular Range has historically been a province of relatively high seismic activity. The nearest faults to the project site are associated with the San Jacinto fault system located approximately 6.3 miles from the site. There are no known active fault traces in the project vicinity. Based on mapping and historical seismicity, the seismicity of the Peninsular Range has been generally considered high by the scientific community. The project area is not within an Alquist-Priolo Earthquake Fault (Special Studies) Zone and will not require a special site investigation by an Engineering Geologist. Soils on site are classified as Site Class C in accordance with Chapter 16 of the California Building Code. The proposed structures are determined to be in Seismic Design Category D. Project No. 3-219-1140 - 4 - To determine the distance of known active faults within 100 miles of the site, we used the United States Geological Survey (USGS) web-based application 2008 National Seismic Hazard Maps - Fault Parameters. Site latitude is 34.0789° North; site longitude is 117.4372° West. The ten closest active faults are summarized below in Table 7.1. TABLE 7.1 REGIONAL FAULT SUMMARY Fault Name Distance to Site (miles) Maximum Earthquake Magnitude, Mw San Jacinto; SBV+SJV+A+CC+B+SM 6.3 7.9 Cucamonga 6.5 6.7 S. San Andreas; PK+CH+BB+NM+SM+NSB+SSB+BG+CO 10.5 8.2 San Jacinto; SJV+A+CC+B+SM 12.2 7.8 S. San Andreas; SSB+BG+CO 13.2 7.5 Cleghorn 14.5 6.8 San Jose 14.8 6.7 Chino, alt 2 16.9 6.8 S. San Andreas; PK+CH+CC+BB+NM+SM 17.6 7.9 Sierra Madre Connected 17.7 7.3 North Frontal (West) 19.0 7.2 The faults tabulated above and numerous other faults in the region are sources of potential ground motion. However, earthquakes that might occur on other faults throughout California are also potential generators of significant ground motion and could subject the site to intense ground shaking. 7.2 Surface Fault Rupture The site is not within a currently established State of California Earthquake Fault Zone for surface fault rupture hazards. No active faults with the potential for surface fault rupture are known to pass directly beneath the site. Therefore, the potential for surface rupture due to faulting occurring beneath the site during the design life of the proposed development is considered low. 7.3 Ground Shaking Seismic coefficients and spectral response acceleration values were developed based on the 2019 California Building Code (CBC). The CBC methodology for determining design ground motion values is based on the Office of Statewide Health Planning and Development (OSHPD) Seismic Design Maps, which incorporate both probabilistic and deterministic seismic ground motion. Based on the 2019 CBC, a Site Class C represents the on-site soil conditions with standard penetration resistance, N-values, averaging over 50 blows per foot in the upper 100 feet below site grade. A table Project No. 3-219-1140 - 5 - providing the recommended design acceleration parameters for the project site, based on a Site Class C designation, is included in Section 9.2.1 of this report. Based on the Office of Statewide Health Planning and Development (OSHPD) Seismic Design Maps, the estimated design peak ground acceleration adjusted for site class effects (PGAM) was determined to be 0.917g (based on both probabilistic and deterministic seismic ground motion). 7.4 Liquefaction Soil liquefaction is a state of soil particles suspension caused by a complete loss of strength when the effective stress drops to zero. Liquefaction normally occurs under saturated conditions in soils such as sand in which the strength is purely frictional. Primary factors that trigger liquefaction are: moderate to strong ground shaking (seismic source), relatively clean, loose granular soils (primarily poorly graded sands and silty sands), and saturated soil conditions (shallow groundwater). Due to the increasing overburden pressure with depth, liquefaction of granular soils is generally limited to the upper 50 feet of a soil profile. However, liquefaction has occurred in soils other than clean sand. The soils encountered within the depth of 36½ feet on the project site consisted predominately of loose to very dense silty sand, sand, gravelly sand and sandy gravel. The historically highest groundwater is estimated to be at a depth of more than 50 feet below ground surface according to the regional groundwater well data. Low to very low cohesion strength is associated with the sandy soil. A seismic hazard, which could cause damage to the proposed development during seismic shaking, is the post-liquefaction settlement of the liquefied sands. The site was evaluated for liquefaction potential. The liquefaction potential of the site is considered to be low due to the dense soil and absence of shallow groundwater conditions. Therefore, no mitigation measures are warranted. 7.5 Lateral Spreading Lateral spreading is a phenomenon in which soils move laterally during seismic shaking and is often associated with liquefaction. The amount of movement depends on the soil strength, duration and intensity of seismic shaking, topography, and free face geometry. Due to the relatively flat site topography, we judge the likelihood of lateral spreading to be low. 7.6 Landslides There are no known landslides at the site, nor is the site in the path of any known or potential landslides. We do not consider the potential for a landslide to be a hazard to this project. 7.7 Tsunamis and Seiches The site is not located within a coastal area. Therefore, tsunamis (seismic sea waves) are not considered a significant hazard at the site. Seiches are large waves generated in enclosed bodies of water in response to ground shaking. No major water-retaining structures are located immediately up gradient from the project site. Flooding from a seismically-induced seiche is considered unlikely. Project No. 3-219-1140 - 6 - 8. SOIL AND GROUNDWATER CONDITIONS 8.1 Subsurface Conditions The subsurface conditions encountered appear typical of those found in the geologic region of the site. In general, the soils within the depth of exploration consisted of up of 4 feet of fill underlain by alluvium deposits of medium dense to very dense silty sand, sand and gravelly sand. The fill consisted of loose to medium silty sand, sand and sandy gravel. Thicker fill soils may be present onsite between our test boring locations since the site was previously developed with several buildings. Verification of the extent of fill should be determined during site grading. Field and laboratory tests suggest that the deeper native soils are moderately strong and slightly compressible. These soils extended to the termination depth of our borings. The soils were classified in the field during the drilling and sampling operations. The stratification lines were approximated by the field engineer on the basis of observations made at the time of drilling. The actual boundaries between different soil types may be gradual and soil conditions may vary. For a more detailed description of the materials encountered, the Boring Logs in Appendix "A" should be consulted. The Boring Logs include the soil type, color, moisture content, dry density, and the applicable Unified Soil Classification System symbol. The locations of the test borings were determined by measuring from feature shown on the Site Plan, provided to us. Hence, accuracy can be implied only to the degree that this method warrants. 8.2 Pavement Conditions The existing asphalt and concrete pavement thickness at our test boring locations are shown below: Location Asphaltic Concrete (in) Concrete (in) Petromat B-2 3.0 - None B-3 3.0 - None B-4 3.0 - None B-5 3.0 - None B-6 3.0 - None B-7 3.0 - None B-8 4.0 - None B-9 - 3.0 None B-10 3.0 - None B-11 3.0 - None Project No. 3-219-1140 - 7 - 8.3 Groundwater The test boring locations were checked for the presence of groundwater during and after the drilling operations. Free groundwater was not encountered during this investigation. The historically highest groundwater is anticipated to be at a depth of more than 50 feet below existing grade based on local groundwater data. It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use, localized pumping, and climatic conditions as well as other factors. Therefore, water level observations at the time of the field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. 8.4 Soil Corrosion Screening Excessive sulfate in either the soil or native water may result in an adverse reaction between the cement in concrete and the soil. The 2014 Edition of ACI 318 (ACI 318) has established criteria for evaluation of sulfate and chloride levels and how they relate to cement reactivity with soil and/or water. A soil sample was obtained from the project site and was tested for the evaluation of the potential for concrete deterioration or steel corrosion due to attack by soil-borne soluble salts and soluble chloride. The water-soluble sulfate concentration in the saturation extract from the soil sample was detected to be 347 mg/kg. ACI 318 Tables 19.3.1.1 and 19.3.2.1 outline exposure categories, classes, and concrete requirements by exposure class. ACI 318 requirements for site concrete based upon soluble sulfate are summarized in Table 8.4 below. TABLE 8.4 WATER SOLUBLE SULFATE EXPOSURE REQUIREMENTS The water-soluble chloride concentration detected in saturation extract from the soil samples was 76 mg/kg. This level of chloride concentration is not considered to be corrosive. It is recommended that a qualified corrosion engineer be consulted regarding protection of buried steel or ductile iron piping and conduit or, at a minimum, applicable manufacturer’s recommendations for corrosion protection of buried metal pipe be closely followed. Water Soluble Sulfate (SO4) in Soil, Percentage by Weight Exposure Severity Exposure Class Maximum w/cm Ratio Minimum Concrete Compressive Strength Cementations Materials Type 0.0347 Not Applicable S0 N/A 2,500 psi No Restriction Project No. 3-219-1140 - 8 - 8.5 Percolation Testing Two (2) percolation tests (P-1 and P-2) were performed within assumed infiltration areas and were conducted in accordance with the guidelines established by the County of San Bernardino. The approximate locations of the percolation tests are shown on the attached Site Plan, Figure 2. The holes were pre-saturated before percolation testing commenced. Percolation rates were measured by filling the test holes with clean water and measuring the water drops at a certain time interval. The percolation rate data are presented in tabular format at the end of this Report. The difference in the percolation rates are reflected by the varied type of soil materials at the bottom of the test holes. The test results are shown on the table below. PERCOLATION TEST RESULTS Test No. Depth (feet) Measured Percolation Rate (min/inch) Infiltration Rate* (inch/hour) Soil Type** P-1 15 4.2 0.65 Silty SAND (SM) with Gravel P-2 45 0.8 0.83 Silty SAND (SM) with Gravel * Tested infiltration Rate = (∆H 60 r) / (∆t(r + 2Havg)) ** At bottom of drilled holes The soil infiltration rate is based on test conducted with clear water. The infiltration rate may vary with time as a result of soil clogging from water impurities. The infiltration rate will deteriorate over time due to the soil conditions and an appropriate factor of safety (FS) may be applied. The soils may also become less permeable to impermeable if the soil is compacted. Thus, periodic maintenance consisting of clearing the bottom of the drainage system of clogged soils should be expected. The infiltration rate may become slower if the surrounding soil is wet or saturated due to prolonged rainfalls. Additional infiltration tests should be conducted at bottom of the drainage system during construction to verify the infiltration rate. Groundwater, if closer to the bottom of the drainage system, will also reduce the infiltration rate. The scope of our services did not include a groundwater study and was limited to the performance of infiltration testing and soil profile description, and the submitted data only. Our services did not include those associated with septic system design. Neither did services include an Environmental Site Assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater, or atmosphere; or the presence of wetlands. Any statements, or absence of statements, in this report or on any boring logs regarding odors, unusual or suspicious items, or conditions observed, are strictly for descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessment. The geotechnical engineering information presented herein is based upon professional interpretation utilizing standard engineering practices. The work conducted through the course of this investigation, including the preparation of this report, has been performed in accordance with the generally accepted Project No. 3-219-1140 - 9 - standards of geotechnical engineering practice, which existed in the geographic area at the time the report was written. No other warranty, express or implied, is made. Please be advised that when performing infiltration testing services in relatively small areas (double rings) that the testing may not fully model the actual full scale long term performance of a given site. This is particularly true where infiltration test data is to be used in the design of large infiltration areas such as those proposed for the site. Subsurface conditions, including infiltration rates, can change over time as fine-grained soils migrate. It is not warranted that such information and interpretation cannot be superseded by future geotechnical engineering developments. We emphasize that this report is valid for the project outlined above and should not be used for any other sites. 9. CONCLUSIONS AND RECOMMENDATIONS 9.1 General 9.1.1 Based upon the data collected during this investigation, and from a geotechnical engineering standpoint, it is our opinion that the site is suitable for the proposed construction of improvements at the site as planned, provided the recommendations contained in this report are incorporated into the project design and construction. Conclusions and recommendations provided in this report are based on our review of available literature, analysis of data obtained from our field exploration and laboratory testing program, and our understanding of the proposed development at this time. 9.1.2 The primary geotechnical constraints identified in our investigation is the presence of potentially compressible (collapsible) soils at the site. Recommendations to mitigate the effects of these soils are provided in this report. 9.1.3 Up to 4 feet of fill soils were encountered in our test borings. Thicker fill materials may be present onsite between our boring locations. Undocumented fill materials are not suitable to support any future structures and should be replaced with Engineered Fill. The extent and consistency of the fills should be verified during site construction. Prior to fill placement, Salem Engineering Group, Inc. should inspect the bottom of the excavation to verify the fill condition. 9.1.4 Site demolition activities shall include removal of all surface obstructions not intended to be incorporated into final site design. In addition, underground buried structures and/or utility lines encountered during demolition and construction should be properly removed and the resulting excavations backfilled with Engineered Fill. It is suspected that possible demolition activities of the existing structures may disturb the upper soils. After demolition activities, it is recommended that disturbed soils be removed and/or re-compacted. 9.1.5 Surface vegetation consisting of grasses and other similar vegetation should be removed by stripping to a sufficient depth to remove organic-rich topsoil. The upper 2 to 4 inches of the soils containing vegetation, roots, and other objectionable organic matter encountered at the time of grading should be stripped and removed from the surface. Deeper stripping may be required in Project No. 3-219-1140 - 10 - localized areas. The stripped vegetation will not be suitable for use as Engineered Fill or within 5 feet of building pads or within pavement areas. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas or exported from the site. 9.1.6 The near-surface onsite soils are moisture-sensitive and are moderately compressible (collapsible soil) under saturated conditions. Excessive post-construction settlement may be experienced by proposed structures if the foundation soils become near saturated. The collapsible or weak soils should be removed and re-compacted according to the recommendations in the Grading section of this report (Section 9.5). 9.1.7 Based on the subsurface conditions at the site and the anticipated structural loading, we anticipate that the proposed addition may be supported using conventional shallow foundations and that the provided that the recommendations presented herein are incorporated in the design and construction of the project. 9.1.8 Provided the site is graded in accordance with the recommendations of this report and foundations constructed as described herein, we estimate that total settlement due to loads utilizing conventional shallow foundations for the proposed building will be within 1 inch and corresponding differential settlement will be less than ½ inch. 9.1.9 SALEM shall review the project grading and foundation plans, and specifications prior to final design submittal to assess whether our recommendations have been properly implemented and evaluate if additional analysis and/or recommendations are required. If SALEM is not provided plans and specifications for review, we cannot assume any responsibility for the future performance of the project. 9.1.10 SALEM shall be present at the site during site demolition and preparation to observe site clearing/demolition, preparation of exposed surfaces after clearing, and placement, treatment and compaction of fill material. 9.1.11 SALEM's observations should be supplemented with periodic compaction tests to establish substantial conformance with these recommendations. Moisture content of footings and slab subgrade should be tested immediately prior to concrete placement. SALEM should observe foundation excavations prior to placement of reinforcing steel or concrete to assess whether the actual bearing conditions are compatible with the conditions anticipated during the preparation of this report. 9.2 Seismic Design Criteria 9.2.1 For seismic design of the structures, and in accordance with the seismic provisions of the 2019 CBC, our recommended parameters are shown below. These parameters were determined using California’s Office of Statewide Health Planning and Development (OSHPD) Seismic Design Map Tool Website (https://seismicmaps.org/) in accordance with the 2019 CBC. The Site Class was determined based on the soils encountered during our field exploration. Project No. 3-219-1140 - 11 - TABLE 9.2.1 SEISMIC DESIGN PARAMETERS Seismic Item Symbol Value 2016 ASCE 7 or 2019 CBC Reference Site Coordinates (Datum = NAD 83) 34.0789 Lat -117.4372 Lon Site Class -- C ASCE 7 Table 20.3-1 Soil Profile Name -- Very Dense Soil ASCE 7 Table 20.3-1 Risk Category -- II Table 1604.5 Site Coefficient for PGA FPGA 1.200 ASCE 7 Table 11.8-1 Peak Ground Acceleration (adjusted for Site Class effects) PGAM 0.917 g ASCE 7 Equation 11.8-1 Seismic Design Category SDC D CBC Table 1613.2.5 Mapped Spectral Acceleration (Short period - 0.2 sec) SS 1.871 g CBC Figure 1613.2.1(1-8) Mapped Spectral Acceleration (1.0 sec. period) S1 0.618 g CBC Figure 1613.2.1(1-8) Site Class Modified Site Coefficient Fa 1.2 CBC Table 1613.2.3(1) Site Class Modified Site Coefficient Fv 1.4 CBC Table 1613.2.3(2) MCE Spectral Response Acceleration (Short period - 0.2 sec) SMS = Fa SS SMS 2.246 g CBC Equation 16-36 MCE Spectral Response Acceleration (1.0 sec. period) SM1 = Fv S1 SM1 0.865 g CBC Equation 16-37 Design Spectral Response Acceleration SDS=⅔SMS (short period - 0.2 sec) SDS 1.497 g CBC Equation 16-38 Design Spectral Response Acceleration SD1=⅔SM1 (1.0 sec. period) SD1 0.577 g CBC Equation 16-39 Short Term Transition Period (SD1/SDS), Seconds TS 0.385 ASCE 7-16, Section 11.4.6 Long Period Transition Period (seconds) TL 12 ASCE 7-16, Figure 22-14 9.2.2 Conformance to the criteria in the above table for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a large earthquake occurs. The primary goal of seismic design is to protect life, not to avoid all damage, since such design may be economically prohibitive. 9.3 Soil and Excavation Characteristics 9.3.1 Based on the soil conditions encountered in our soil borings, the upper soils can be excavated with moderate effort using heavy-duty conventional earthmoving equipment. Project No. 3-219-1140 - 12 - 9.3.2 It is the responsibility of the contractor to ensure that all excavations and trenches are properly shored and maintained in accordance with applicable Occupational Safety and Health Administration (OSHA) rules and regulations to maintain safety and maintain the stability of adjacent existing improvements. 9.3.3 The upper soils are moisture-sensitive and moderately collapsible under saturated conditions. These soils, in their present condition, possess moderate risk to construction in terms of possible post-construction movement of the foundations and floor systems if no mitigation measures are employed. Accordingly, measures are considered necessary to reduce anticipated collapse potential. Mitigation measures will not eliminate post-construction soil movement, but will reduce the soil movement. Success of the mitigation measures will depend on the thoroughness of the contractor in dealing with the soil conditions. 9.3.4 The near surface soils identified as part of our investigation are, generally, moist to slightly moist due to the absorption characteristics of the soil. Earthwork operations may encounter very moist unstable soils which may require removal to a stable bottom. Exposed native soils exposed as part of site grading operations shall not be allowed to dry out and should be kept continuously moist prior to placement of subsequent fill. 9.4 Materials for Fill 9.4.1 Excavated soils generated from cut operations at the site are suitable for use as general Engineered Fill in structural areas, provided they do not contain deleterious matter, organic material, or rock material larger than 3 inches in maximum dimension. 9.4.2 The preferred materials specified for Engineered Fill are suitable for most applications with the exception of exposure to erosion. Project site winterization and protection of exposed soils during the construction phase should be the sole responsibility of the Contractor, since they have complete control of the project site. 9.4.3 Import soil shall be well-graded, slightly cohesive silty fine sand or sandy silt, with relatively impervious characteristics when compacted. A clean sand or very sandy soil is not acceptable for this purpose. This material should be approved by the Engineer prior to use and should typically possess the soil characteristics summarized below in Table 9.4.3. TABLE 9.4.3 IMPORT FILL REQUIREMENTS Minimum Percent Passing No. 200 Sieve 15 Maximum Percent Passing No. 200 Sieve 50 Minimum Percent Passing No. 4 Sieve 70 Maximum Particle Size 3" Maximum Plasticity Index 10 Maximum CBC Expansion Index 15 Project No. 3-219-1140 - 13 - 9.4.4 Environmental characteristics and corrosion potential of import soil materials should also be considered. 9.4.5 Proposed import materials should be sampled, tested, and approved by SALEM prior to its transportation to the site. 9.5 Grading 9.5.1 A SALEM representative should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of our service as acceptance of earthwork construction is dependent upon compaction of the material and the stability of the material. The Geotechnical Engineer may reject any material that does not meet compaction and stability requirements. Further recommendations of this report are predicated upon the assumption that earthwork construction will conform to recommendations set forth in this section as well as other portions of this report. 9.5.2 A preconstruction conference should be held at the site prior to the beginning of grading operations with the owner, contractor, civil engineer and geotechnical engineer in attendance. 9.5.3 Site preparation should begin with removal of existing surface/subsurface structures, underground utilities (as required), any existing uncertified fill, and debris. Excavations or depressions resulting from site clearing operations, or other existing excavations or depressions, should be restored with Engineered Fill in accordance with the recommendations of this report. 9.5.4 Surface vegetation consisting of grasses and other similar vegetation should be removed by stripping to a sufficient depth to remove organic-rich topsoil. The upper 2 to 4 inches of the soils containing, vegetation, roots and other objectionable organic matter encountered at the time of grading should be stripped and removed from the surface. Deeper stripping may be required in localized areas. In addition, existing concrete and asphalt materials shall be removed from areas of proposed improvements and stockpiled separately from excavated soil material. The stripped vegetation, asphalt and concrete materials will not be suitable for use as Engineered Fill or within 5 feet of building pads or within pavement areas. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas or exported from the site. 9.5.5 Structural building pad areas should be considered as areas extending a minimum of 5 feet horizontally beyond the outside dimensions of buildings, including footings and non-cantilevered overhangs carrying structural loads. 9.5.6 To minimize post-construction soil movement and provide uniform support for the proposed buildings, it is recommended that the overexcavation and recompaction within the proposed buildings area be performed to a minimum depth of four (4) feet below existing grade or two (2) feet below proposed footing bottom, whichever is deeper. The overexcavation and recompaction should also extend laterally to a minimum of 5 feet beyond the outer edges of the proposed footings. Project No. 3-219-1140 - 14 - 9.5.7 Any fill materials encountered during grading should be removed and replaced with engineered fill. The actual depth of the overexcavation and recompaction should be determined by our field representative during construction. 9.5.8 Prior to placement of fill soils, the upper 10 to 12 inches of native subgrade soils should be scarified, moisture-conditioned to no less than the optimum moisture content and recompacted to a minimum of 95 percent of the maximum dry density based on ASTM D1557-07 Test Method. 9.5.9 All Engineered Fill (including scarified ground surfaces and backfill) should be placed in thin lifts to allow for adequate bonding and compaction (typically 6 to 8 inches in loose thickness). 9.5.10 Engineered Fill soils should be placed, moisture conditioned to near optimum moisture content, and compacted to at least 95% relative compaction. 9.5.11 An integral part of satisfactory fill placement is the stability of the placed lift of soil. If placed materials exhibit excessive instability as determined by a SALEM field representative, the lift will be considered unacceptable and shall be remedied prior to placement of additional fill material. Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable. 9.5.12 Within pavement areas, it is recommended that scarification, moisture conditioning and recompaction be performed to at least 12 inches below existing grade or finish grade, whichever is deeper. In addition, the upper 12 inches of final pavement subgrade, whether completed at- grade, by excavation, or by filling, should be uniformly moisture-conditioned to no less than the optimum moisture content and compacted to at least 95% relative compaction. 9.5.13 Final pavement subgrade should be finished to a smooth, unyielding surface. We further recommend proof-rolling the subgrade with a loaded water truck (or similar equipment with high contact pressure) to verify the stability of the subgrade prior to placing aggregate base. 9.5.14 The most effective site preparation alternatives will depend on site conditions prior to grading. We should evaluate site conditions and provide supplemental recommendations immediately prior to grading, if necessary. 9.5.15 We do not anticipate groundwater or seepage to adversely affect construction if conducted during the drier moths of the year (typically summer and fall). However, groundwater and soil moisture conditions could be significantly different during the wet season (typically winter and spring) as surface soil becomes wet; perched groundwater conditions may develop. Grading during this time period will likely encounter wet materials resulting in possible excavation and fill placement difficulties. Project site winterization consisting of placement of aggregate base and protecting exposed soils during construction should be performed. If the construction schedule requires grading operations during the wet season, we can provide additional recommendations as conditions warrant. Project No. 3-219-1140 - 15 - 9.5.16 The wet soils may become non conducive to site grading as the upper soils yield under the weight of the construction equipment. Therefore, mitigation measures should be performed for stabilization. Typical remedial measures include: discing and aerating the soil during dry weather; mixing the soil with dryer materials; removing and replacing the soil with an approved fill material or placement of slurry, crushed rocks or aggregate base material; or mixing the soil with an approved lime or cement product. The most common remedial measure of stabilizing the bottom of the excavation due to wet soil condition is to reduce the moisture of the soil to near the optimum moisture content by having the subgrade soils scarified and aerated or mixed with drier soils prior to compacting. However, the drying process may require an extended period of time and delay the construction operation. To expedite the stabilizing process, slurry or crushed rock may be utilized for stabilization provided this method is approved by the owner for the cost purpose. If the use of slurry or crushed rock is considered, it is recommended that the upper soft and wet soils be replaced by 6 to 24 inches of 2-sack slurry or ¾-inch to 1-inch crushed rocks. The thickness of the slurry or rock layer depends on the severity of the soil instability. The recommended 6 to 24 inches of slurry or crushed rock material will provide a stable platform. It is further recommended that lighter compaction equipment be utilized for compacting the crushed rock. A layer of geofabric is recommended to be placed on top of the compacted crushed rock to minimize migration of soil particles into the voids of the crushed rock, resulting in soil movement. Although it is not required, the use of geogrid (e.g. Tensar TX 7) below the crushed rock will enhance stability and reduce the required thickness of crushed rock necessary for stabilization. Our firm should be consulted prior to implementing remedial measures to provide appropriate recommendations. 9.6 Shallow Foundations 9.6.1 The site is suitable for use of conventional shallow foundations consisting of continuous footings and isolated pad footings bearing in properly compacted Engineered Fill. 9.6.2 The bearing wall footings considered for the structure should be continuous with a minimum width of 18 inches and extend to a minimum depth of 18 inches below the lowest adjacent grade. Isolated column footings should have a minimum width of 24 inches and extend a minimum depth of 18 inches below the lowest adjacent grade. 9.6.3 The bottom of footing excavations should be maintained free of loose and disturbed soil. Footing concrete should be placed into a neat excavation. Project No. 3-219-1140 - 16 - 9.6.4 Footings proportioned as recommended above may be designed for the maximum allowable soil bearing pressures shown in the table below. Loading Condition Allowable Bearing Dead Load Only 2,500 psf Dead-Plus-Live Load 3,000 psf Total Load, Including Wind or Seismic Loads 4,000 psf 9.6.5 For design purposes, total settlement due to static loading on the order of 1 inch may be assumed for shallow footings. Differential settlement due to static loading, along a 20-foot exterior wall footing or between adjoining column footings, should be ½ inch, producing an angular distortion of 0.002. Most of the settlement is expected to occur during construction as the loads are applied. However, additional post-construction settlement may occur if the foundation soils are flooded or saturated. The footing excavations should not be allowed to dry out any time prior to pouring concrete. 9.6.6 Resistance to lateral footing displacement can be computed using an allowable coefficient of friction factor of 0.45 acting between the base of foundations and the supporting native subgrade. 9.6.7 Lateral resistance for footings can alternatively be developed using an equivalent fluid passive pressure of 400 pounds per cubic foot acting against the appropriate vertical native footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. An increase of one-third is permitted when using the alternate load combinations that includes wind or earthquake loads. 9.6.8 Minimum reinforcement for continuous footings should consist of four No. 4 steel reinforcing bars; two placed near the top of the footing and two near the bottom. Reinforcement for spread footings should be designed by the project structural engineer. 9.6.9 Underground utilities running parallel to footings should not be constructed in the zone of influence of footings. The zone of influence may be taken to be the area beneath the footing and within a 1:1 plane extending out and down from the bottom edge of the footing. 9.6.10 The foundation subgrade should be sprinkled as necessary to maintain a moist condition without significant shrinkage cracks as would be expected in any concrete placement. Prior to placing rebar reinforcement, foundation excavations should be evaluated by a representative of SALEM for appropriate support characteristics and moisture content. Moisture conditioning may be required for the materials exposed at footing bottom, particularly if foundation excavations are left open for an extended period. Project No. 3-219-1140 - 17 - 9.7 Concrete Slabs-on-Grade 9.7.1 Slab thickness and reinforcement should be determined by the structural engineer based on the anticipated loading. We recommend that non-structural slabs-on-grade be at least 4 inches thick and underlain by six (6) inches of compacted clean granular aggregate subbase material compacted to at least 95% relative compaction. 9.7.2 Granular aggregate subbase material shall conform to ASTM D-2940, Latest Edition (Table 1, bases) with at least 95 percent passing a 1½-inch sieve and not more than 8% passing a No. 200 sieve or its approved equivalent to prevent capillary moisture rise. Crushed Miscellaneous Base (CMB) should not be used as subbase material within the building areas. 9.7.3 We recommend reinforcing slabs, at a minimum, with No. 3 reinforcing bars placed 18 inches on center, each way. 9.7.4 Slabs subject to structural loading may be designed utilizing a modulus of subgrade reaction K of 200 pounds per square inch per inch. The K value was approximated based on inter- relationship of soil classification and bearing values (Portland Cement Association, Rocky Mountain Northwest). 9.7.5 The spacing of crack control joints should be designed by the project structural engineer. In order to regulate cracking of the slabs, we recommend that full depth construction joints or control joints be provided at a maximum spacing of 15 feet in each direction for 5-inch thick slabs and 12 feet for 4-inch thick slabs. 9.7.6 Crack control joints should extend a minimum depth of one-fourth the slab thickness and should be constructed using saw-cuts or other methods as soon as practical after concrete placement. The exterior floors should be poured separately in order to act independently of the walls and foundation system. 9.7.7 It is recommended that the utility trenches within the structure be compacted, as specified in our report, to minimize the transmission of moisture through the utility trench backfill. Special attention to the immediate drainage and irrigation around the structures is recommended. 9.7.8 Moisture within the structure may be derived from water vapors, which were transformed from the moisture within the soils. This moisture vapor penetration can affect floor coverings and produce mold and mildew in the structure. To minimize moisture vapor intrusion, it is recommended that a vapor retarder be installed in accordance with manufacturer’s recommendations and/or ASTM guidelines, whichever is more stringent. In addition, ventilation of the structure is recommended to reduce the accumulation of interior moisture. 9.7.9 In areas where it is desired to reduce floor dampness where moisture-sensitive coverings are anticipated, construction should have a suitable waterproof vapor retarder (a minimum of 15 mils thick polyethylene vapor retarder sheeting, Raven Industries “VaporBlock 15, Stego Industries 15 mil “StegoWrap” or W.R. Meadows Sealtight 15 mil “Perminator”) incorporated into the floor slab design. The water vapor retarder should be decay resistant material complying with ASTM E96 not exceeding 0.04 perms, ASTM E154 and ASTM E1745 Class A. The vapor barrier Project No. 3-219-1140 - 18 - should be placed between the concrete slab and the compacted granular aggregate subbase material. The water vapor retarder (vapor barrier) should be installed in accordance with ASTM Specification E 1643-94. 9.7.10 The concrete may be placed directly on vapor retarder. The vapor retarder should be inspected prior to concrete placement. Cut or punctured retarder should be repaired using vapor retarder material lapped 6 inches beyond damaged areas and taped. 9.7.11 The recommendations of this report are intended to reduce the potential for cracking of slabs due to soil movement. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade may exhibit some cracking due to soil movement. This is common for project areas that contain expansive soils since designing to eliminate potential soil movement is cost prohibitive. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entrant slab corners occur. 9.7.12 Proper finishing and curing should be performed in accordance with the latest guidelines provided by the American Concrete Institute, Portland Cement Association, and ASTM. 9.8 Lateral Earth Pressures and Frictional Resistance 9.8.1 Active, at-rest and passive unit lateral earth pressures against footings and walls are summarized in the table below: Lateral Pressures Drained and Level Backfill Conditions Equivalent Fluid Pressure, pcf Active Pressure 34 At-Rest Pressure 53 Passive Pressure 400 Related Parameters Allowable Coefficient of Friction 0.45 In-Place Soil Density (lbs/ft3) 120 9.8.2 Active pressure applies to walls, which are free to rotate. At-rest pressure applies to walls, which are restrained against rotation. The preceding lateral earth pressures assume sufficient drainage behind retaining walls to prevent the build-up of hydrostatic pressure. 9.8.3 The top one-foot of adjacent subgrade should be deleted from the passive pressure computation. 9.8.4 The foregoing values of lateral earth pressures represent equivalent soil values and a safety factor consistent with the design conditions should be included in their usage. Project No. 3-219-1140 - 19 - 9.8.5 For stability against lateral sliding, which is resisted solely by the passive pressure, we recommend a minimum safety factor of 1.5. 9.8.6 For stability against lateral sliding, which is resisted by the combined passive and frictional resistance, a minimum safety factor of 2.0 is recommended. 9.8.7 For lateral stability against seismic loading conditions, we recommend a minimum safety factor of 1.1. 9.8.8 For dynamic seismic lateral loading the following equation shall be used: Dynamic Seismic Lateral Loading Equation Dynamic Seismic Lateral Load = ⅜γKhH2 Where: γ = In-Place Soil Density Kh = Horizontal Acceleration = ⅔PGAM H = Wall Height 9.9 Retaining Walls 9.9.1 Retaining and/or below grade walls should be drained with either perforated pipe encased in free- draining gravel or a prefabricated drainage system. The gravel zone should have a minimum width of 12 inches wide and should extend upward to within 12 inches of the top of the wall. The upper 12 inches of backfill should consist of native soils, concrete, asphaltic-concrete or other suitable backfill to minimize surface drainage into the wall drain system. The gravel should conform to Class II permeable materials graded in accordance with the current CalTrans Standard Specifications. 9.9.2 Prefabricated drainage systems, such as Miradrain®, Enkadrain®, or an equivalent substitute, are acceptable alternatives in lieu of gravel provided they are installed in accordance with the manufacturer’s recommendations. If a prefabricated drainage system is proposed, our firm should review the system for final acceptance prior to installation. 9.9.3 Drainage pipes should be placed with perforations down and should discharge in a non-erosive manner away from foundations and other improvements. The top of the perforated pipe should be placed at or below the bottom of the adjacent floor slab or pavements. The pipe should be placed in the center line of the drainage blanket and should have a minimum diameter of 4 inches. Slots should be no wider than 1/8-inch in diameter, while perforations should be no more than ¼-inch in diameter. 9.9.4 If retaining walls are less than 5 feet in height, the perforated pipe may be omitted in lieu of weep holes on 4 feet maximum spacing. The weep holes should consist of 2-inch minimum diameter holes (concrete walls) or unmortared head joints (masonry walls) and placed no higher than 18 inches above the lowest adjacent grade. Two 8-inch square overlapping patches of geotextile fabric (conforming to the CalTrans Standard Specifications for "edge drains") should be affixed to the rear wall opening of each weep hole to retard soil piping. Project No. 3-219-1140 - 20 - 9.9.5 During grading and backfilling operations adjacent to any walls, heavy equipment should not be allowed to operate within a lateral distance of 5 feet from the wall, or within a lateral distance equal to the wall height, whichever is greater, to avoid developing excessive lateral pressures. Within this zone, only hand operated equipment ("whackers," vibratory plates, or pneumatic compactors) should be used to compact the backfill soils. 9.10 Temporary Excavations 9.10.1 We anticipate that the majority of the sandy site soils will be classified as Cal-OSHA “Type C” soil when encountered in excavations during site development and construction. Excavation sloping, benching, the use of trench shields, and the placement of trench spoils should conform to the latest applicable Cal-OSHA standards. The contractor should have a Cal-OSHA-approved “competent person” onsite during excavation to evaluate trench conditions and make appropriate recommendations where necessary. 9.10.2 It is the contractor’s responsibility to provide sufficient and safe excavation support as well as protecting nearby utilities, structures, and other improvements which may be damaged by earth movements. All onsite excavations must be conducted in such a manner that potential surcharges from existing structures, construction equipment, and vehicle loads are resisted. The surcharge area may be defined by a 1:1 projection down and away from the bottom of an existing foundation or vehicle load. 9.10.3 Temporary excavations and slope faces should be protected from rainfall and erosion. Surface runoff should be directed away from excavations and slopes. 9.10.4 Open, unbraced excavations in undisturbed soils should be made according to the slopes presented in the following table: RECOMMENDED EXCAVATION SLOPES Depth of Excavation (ft) Slope (Horizontal : Vertical) 0-5 1:1 5-10 2:1 9.10.5 If, due to space limitation, excavations near property lines or existing structures are performed in a vertical position, slot cuts, braced shorings or shields may be used for supporting vertical excavations. Therefore, in order to comply with the local and state safety regulations, a properly designed and installed shoring system would be required to accomplish planned excavations and installation. A Specialty Shoring Contractor should be responsible for the design and installation of such a shoring system during construction. 9.10.6 Braced shorings should be designed for a maximum pressure distribution of 30H, (where H is the depth of the excavation in feet). The foregoing does not include excess hydrostatic pressure or surcharge loading. Fifty percent of any surcharge load, such as construction equipment weight, should be added to the lateral load given herein. Equipment traffic should concurrently be limited to an area at least 3 feet from the shoring face or edge of the slope. Project No. 3-219-1140 - 21 - 9.10.7 The excavation and shoring recommendations provided herein are based on soil characteristics derived from the borings within the area. Variations in soil conditions will likely be encountered during the excavations. SALEM Engineering Group, Inc. should be afforded the opportunity to provide field review to evaluate the actual conditions and account for field condition variations not otherwise anticipated in the preparation of this recommendation. Slope height, slope inclination, or excavation depth should in no case exceed those specified in local, state, or federal safety regulation, (e.g. OSHA) standards for excavations, 29 CFR part 1926, or Assessor’s regulations. 9.11 Underground Utilities 9.11.1 Underground utility trenches should be backfilled with properly compacted material. The material excavated from the trenches should be adequate for use as backfill provided it does not contain deleterious matter, vegetation or rock larger than 3 inches in maximum dimension. Trench backfill should be placed in loose lifts not exceeding 8 inches and compacted to at least 95% relative compaction at or above optimum moisture content. 9.11.2 Bedding and pipe zone backfill typically extends from the bottom of the trench excavations to approximately 6 to 12 inches above the crown of the pipe. Pipe bedding and backfill material should conform to the requirements of the governing utility agency. 9.11.3 It is suggested that underground utilities crossing beneath new or existing structures be plugged at entry and exit locations to the building or structure to prevent water migration. Trench plugs can consist of on-site clay soils, if available, or sand cement slurry. The trench plugs should extend 2 feet beyond each side of individual perimeter foundations. 9.11.4 The contractor is responsible for removing all water-sensitive soils from the trench regardless of the backfill location and compaction requirements. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction. 9.12 Surface Drainage 9.12.1 Proper surface drainage is critical to the future performance of the project. Uncontrolled infiltration of irrigation excess and storm runoff into the soils can adversely affect the performance of the planned improvements. Saturation of a soil can cause it to lose internal shear strength and increase its compressibility, resulting in a change to important engineering properties. Proper drainage should be maintained at all times. 9.12.2 The ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than 5 percent for a minimum distance of 10 feet. 9.12.3 Impervious surfaces within 10 feet of the building foundation shall be sloped a minimum of 2 percent away from the building and drainage gradients maintained to carry all surface water to collection facilities and off site. These grades should be maintained for the life of the project. Ponding of water should not be allowed adjacent to the structure. Over-irrigation within landscaped areas adjacent to the structure should not be performed. Project No. 3-219-1140 - 22 - 9.12.4 Roof drains should be installed with appropriate downspout extensions out-falling on splash blocks so as to direct water a minimum of 5 feet away from the structures or be connected to the storm drain system for the development. 9.13 Pavement Design 9.13.1 Based on site soil conditions and laboratory test results, an R-value of 50 was used for the preliminary flexible asphaltic concrete pavement design. The R-value may be verified during grading of the pavement areas. 9.13.2 The pavement design recommendations provided herein are based on the State of California Department of Transportation (CALTRANS) design manual. The asphaltic concrete (flexible pavement) is based on a 20-year pavement life utilizing 1200 passenger vehicles, 10 single unit trucks, and 2 multi-unit trucks. The following table shows the recommended pavement sections for various traffic indices. TABLE 9.13.2 ASPHALT CONCRETE PAVEMENT Traffic Index Asphaltic Concrete Class II Aggregate Base* Compacted Subgrade* 5.0 (Parking & Vehicle Drive Areas) 3.0" 4.0" 12.0" 6.0 (Heavy Truck Areas) 3.0" 4.0" 12.0" *95% compaction based on ASTM D1557-07 Test Method 9.13.3 The following recommendations are for light-duty and heavy-duty Portland Cement Concrete pavement sections. TABLE 9.13.3 PORTLAND CEMENT CONCRETE PAVEMENT Traffic Index Portland Cement Concrete* Class II Aggregate Base** Compacted Subgrade** 5.0 (Light Duty) 5.0" 4.0" 12.0" 6.0 (Heavy Duty) 6.0" 4.0" 12.0" * Minimum Compressive Strength of 4,000 psi ** 95% compaction based on ASTM D1557-07 Test Method 10. PLAN REVIEW, CONSTRUCTION OBSERVATION AND TESTING 10.1 Plan and Specification Review 10.1.1 SALEM should review the project plans and specifications prior to final design submittal to assess whether our recommendations have been properly implemented and evaluate if additional analysis and/or recommendations are required. Project No. 3-219-1140 - 23 - 10.2 Construction Observation and Testing Services 10.2.1 The recommendations provided in this report are based on the assumption that we will continue as Geotechnical Engineer of Record throughout the construction phase. It is important to maintain continuity of geotechnical interpretation and confirm that field conditions encountered are similar to those anticipated during design. If we are not retained for these services, we cannot assume any responsibility for others interpretation of our recommendations, and therefore the future performance of the project. 10.2.2 SALEM should be present at the site during site preparation to observe site clearing, preparation of exposed surfaces after clearing, and placement, treatment and compaction of fill material. 10.2.3 SALEM's observations should be supplemented with periodic compaction tests to establish substantial conformance with these recommendations. Moisture content of footings and slab subgrade should be tested immediately prior to concrete placement. SALEM should observe foundation excavations prior to placement of reinforcing steel or concrete to assess whether the actual bearing conditions are compatible with the conditions anticipated during the preparation of this report. 11. LIMITATIONS AND CHANGED CONDITIONS The analyses and recommendations submitted in this report are based upon the data obtained from the test borings drilled at the approximate locations shown on the Site Plan, Figure 2. The report does not reflect variations which may occur between borings. The nature and extent of such variations may not become evident until construction is initiated. If variations then appear, a re-evaluation of the recommendations of this report will be necessary after performing on-site observations during the excavation period and noting the characteristics of such variations. The findings and recommendations presented in this report are valid as of the present and for the proposed construction. If site conditions change due to natural processes or human intervention on the property or adjacent to the site, or changes occur in the nature or design of the project, or if there is a substantial time lapse between the submission of this report and the start of the work at the site, the conclusions and recommendations contained in our report will not be considered valid unless the changes are reviewed by SALEM and the conclusions of our report are modified or verified in writing. The validity of the recommendations contained in this report is also dependent upon an adequate testing and observations program during the construction phase. Our firm assumes no responsibility for construction compliance with the design concepts or recommendations unless we have been retained to perform the on- site testing and review during construction. SALEM has prepared this report for the exclusive use of the owner and project design consultants. SALEM does not practice in the field of corrosion engineering. It is recommended that a qualified corrosion engineer be consulted regarding protection of buried steel or ductile iron piping and conduit or, at a minimum, that manufacturer’s recommendations for corrosion protection be closely followed. Further, a corrosion engineer may be needed to incorporate the necessary precautions to avoid premature corrosion of concrete slabs and foundations in direct contact with native soil. Project No. 3-219-1140 - 24 - The importation of soil and or aggregate materials to the site should be screened to determine the potential for corrosion to concrete and buried metal piping. The report has been prepared in accordance with generally accepted geotechnical engineering practices in the area. No other warranties, either express or implied, are made as to the professional advice provided under the terms of our agreement and included in this report. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (909) 980-6455. Respectfully Submitted, SALEM ENGINEERING GROUP, INC. Jared Christiansen, EIT Geotechnical Staff Engineer Clarence Jiang, GE R. Sammy Salem, MS, PE, GE Senior Geotechnical Engineer Principal Engineer RGE 2477 RCE 52762 / RGE 2549 VICINITY MAP GEOTECHNICAL ENGINEERING INVESTIGATION Proposed Multi-Tenant Development NWC San Bernardino Avenue & Sierra Avenue Fontana, California SCALE: DATE: NOT TO SCALE 01/2020 DRAWN BY: APPROVED BY: JC CJ PROJECT NO. FIGURE NO. 3-219-1140 1 SITE LOCATION Source Image: U.S. Geological Survey, Fontana, California, 34117-A4-TF-024, 1967 (Photorevised 1980) N N SITE PLAN GEOTECHNICAL ENGINEERING INVESTIGATION Proposed Multi-Tenant Development NWC San Bernardino Avenue & Sierra Avenue Fontana, California SCALE: DATE: NOT TO SCALE 01/2020 DRAWN BY: APPROVED BY: JC CJ PROJECT NO. FIGURE NO. 3-219-1140 2 LEGEND: Soil Boring Locations Percolation Locations All Locations Approximate B-1 B-2 N P-2 P-1 P-1 B-3 B-7 B-4 B-1 B-6 B-10 B-11 B-5 B-8 B-9 Project No. 3-219-1140 - 25 - Project No. 3-219-1140 A-1 APPENDIX A FIELD EXPLORATION Fieldwork for our investigation (drilling) was conducted on January 6 and 7, 2020 and included a site visit, subsurface exploration, percolation testing, and soil sampling. The locations of the exploratory borings and percolation tests are shown on the Site Plan, Figure 2. Boring logs for our exploration are presented in figures following the text in this appendix. Borings were located in the field using existing reference points. Therefore, actual boring locations may deviate slightly. In general, our borings were performed using a truck-mounted CME 45 drill rig equipped with 4-inch diameter solid flight augers. Sampling in the borings was accomplished using a hydraulic 140-pound hammer with a 30-inch drop. Samples were obtained with a 3-inch outside-diameter (OD), split spoon (California Modified) sampler, and a 2-inch OD, Standard Penetration Test (SPT) sampler. The number of blows required to drive the sampler the last 12 inches (or fraction thereof) of the 18-inch sampling interval were recorded on the boring logs. The blow counts shown on the boring logs should not be interpreted as standard SPT “N” values; corrections have not been applied. Upon completion, the borings were backfilled with drill cuttings. Subsurface conditions encountered in the exploratory borings were visually examined, classified and logged in general accordance with the American Society for Testing and Materials (ASTM) Practice for Description and Identification of Soils (Visual-Manual Procedure D2488). This system uses the Unified Soil Classification System (USCS) for soil designations. The logs depict soil and geologic conditions encountered and depths at which samples were obtained. The logs also include our interpretation of the conditions between sampling intervals. Therefore, the logs contain both observed and interpreted data. We determined the lines designating the interface between soil materials on the logs using visual observations, drill rig penetration rates, excavation characteristics and other factors. The transition between materials may be abrupt or gradual. Where applicable, the field logs were revised based on subsequent laboratory testing. 0 5 10 15 20 25 1170 1165 1160 1155 1150 1145 5/6 7/6 8/6 9/6 10/6 13/6 9/6 15/6 18/6 12/6 17/6 22/6 27/6 30/6 34/6 36/6 50/5 - FILL SM SP SM SP-SM SM Loose gravel. FILL; Silty SAND Loose; moist; brown; fine to medium grain sand; trace gravel. Gravelly SAND with Silt and Sand Medium dense; slightly moist; brown; fine gravel; fine to coarse grain sand. Silty SAND Dense; slightly moist; light brown; fine to medium grain sand; with fine gravel. Grades as above. Poorly graded SAND with Silt Very dense; slighlty moist; light brown; fine to coarse grain sand; with fine gravel. Silty SAND Very dense; slightly moist; light brown; fine to medium grain sand; with gravel. 15 23 33 39 64 50/5" 5.6 2.8 2.8 3.0 2.0 2.7 107.4 124.8 - - - - Limited recovery. Limited recovery. Test Boring:B-1 Page 1 Of: Project Number:3-219-1140 Date:01/07/2020 Client:Northgate Markets Project:Proposed Multi-Tenant Development Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California Drilled By:SALEM Logged By:SK Drill Type:CME 45 Elevation:1173' Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A Notes: Figure Number A-1 ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description N-Values blows/ft. Moisture Content % Dry Density, PCF Remarks 2 30 35 40 45 50 55 60 1140 1135 1130 1125 1120 1115 1110 45/6 50/3 - 50/5 - - Grades as above. Grades as above. Refusal at 36.5 feet BGS due to dense rock. 50/3" 50/5" - - - - No recovery. No recovery. Page 2 Of: Project Number:3-219-1140 Date:01/07/2020 Test Boring:B-1 Notes: Figure Number A-1 ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description N-Values blows/ft. Moisture Content % Dry Density, PCF Remarks 2 0 5 10 15 20 25 1165 1160 1155 1150 1145 1140 9/6 10/6 13/6 19/6 20/6 24/6 7/6 9/6 14/6 27/6 50/6 - 29/6 50/4 - AC SM Asphalt Concrete = 3 in. *No Aggregate Base Silty SAND Medium dense; slightly moist; brown; fine to medium grain sand; trace gravel. Grades as above; dense; dry; light brown; with gravel. Grades as above; medium dense. Grades as above; very dense. Grades as above. End of boring at 21.5 feet BGS. 23 44 23 50/6" 50/4" 4.6 0.6 0.8 0.8 1.0 100.4 - - - - Disturbed sample. Test Boring:B-2 Page 1 Of: Project Number:3-219-1140 Date:01/07/2020 Client:Northgate Markets Project:Proposed Multi-Tenant Development Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California Drilled By:SALEM Logged By:SK Drill Type:CME 45 Elevation:1166' Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A Notes: Figure Number A-2 ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description N-Values blows/ft. Moisture Content % Dry Density, PCF Remarks 1 0 5 10 15 20 25 1160 1155 1150 1145 1140 1135 6/6 13/6 17/6 11/6 13/6 19/6 7/6 10/6 13/6 15/6 35/6 50/4 AC SM Asphalt Concrete = 3 in. *No Aggregate Base Silty SAND Medium dense; slightly moist; brown; fine to medium grain sand; trace gravel. Grades as above; damp; with gravel. Grades as above; dry; light brown. Grades as above; very dense. End of boring at 16.5 feet BGS. 30 32 23 85/10 2.2 1.0 0.8 0.6 116.9 - - - Disturbed sample. Test Boring:B-3 Page 1 Of: Project Number:3-219-1140 Date:01/07/2020 Client:Northgate Markets Project:Proposed Multi-Tenant Development Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California Drilled By:SALEM Logged By:SK Drill Type:CME 45 Elevation:1163' Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A Notes: Figure Number A-3 ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description N-Values blows/ft. Moisture Content % Dry Density, PCF Remarks 1 0 5 10 15 20 25 1155 1150 1145 1140 1135 17/6 19/6 22/6 12/6 16/6 22/6 11/6 11/6 13/6 35/6 38/6 41/6 29/6 32/6 40/6 AC SM Asphalt Concrete = 3 in. Silty SAND Medium dense; slightly moist; brown; fine to medium grain sand; with gravel. Grades as above. Grades as above; light brown. Grades as above; very dense. Grades as above. End of boring at 21.5 feet BGS. 41 38 24 79 72 3.2 1.9 2.2 1.6 2.2 117.0 - - - - Disturbed sample. Test Boring:B-4 Page 1 Of: Project Number:3-219-1140 Date:01/07/2020 Client:Northgate Markets Project:Proposed Multi-Tenant Development Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California Drilled By:SALEM Logged By:SK Drill Type:CME 45 Elevation:1159' Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A Notes: Figure Number A-4 ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description N-Values blows/ft. Moisture Content % Dry Density, PCF Remarks 1 0 5 10 15 20 25 1155 1150 1145 1140 1135 1130 11/6 12/6 16/6 20/6 25/6 32/6 18/6 22/6 26/6 21/6 37/6 45/6 AC GW SP-SM SM Asphalt Concrete = 3 in. *No Aggregate Base FILL; Well-graded GRAVEL with Sand Medium dense; slightly moist; brown; fine to coarse gravel; medium to coarse grain sand. Poorly graded SAND with Silt Dense; slightly moist; brown; fine to coarse grain sand; with fine to coarse gravel. Silty SAND Dense; slighly moist; light brown; fine to coarse grain sand; with gravel. Grades as above; very dense; damp. End of boring at 16.5 feet BGS. 28 57 48 82 2.5 2.8 2.4 1.6 117.5 - - - Disturbed sample. Test Boring:B-5 Page 1 Of: Project Number:3-219-1140 Date:01/07/2020 Client:Northgate Markets Project:Proposed Multi-Tenant Development Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California Drilled By:SALEM Logged By:SK Drill Type:CME 45 Elevation:1158' Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A Notes: Figure Number A-5 ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description N-Values blows/ft. Moisture Content % Dry Density, PCF Remarks 1 0 5 10 15 20 25 1160 1155 1150 1145 1140 1135 3/6 4/6 4/6 9/6 11/6 15/6 17/6 19/6 22/6 19/6 23/6 24/6 15/6 24/6 30/6 AC SW- SM SM SM Asphalt Concrete = 3 in. *No Aggregate Base FILL; Well-graded SAND with Silt Loose; slightly moist; brown; fine to coarse grain sand; trace gravel. Silty SAND; medium dense; with gravel. Silty SAND Dense; slightly moist; light brown; fine to coarse grain sand; with gravel. Grades as above. Grades as above; very dense. End of boring at 21.5 feet BGS. 8 26 41 47 54 4.4 2.6 1.6 2.3 2.5 113.5 - - - - Disturbed sample. Test Boring:B-6 Page 1 Of: Project Number:3-219-1140 Date:01/07/2020 Client:Northgate Markets Project:Proposed Multi-Tenant Development Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California Drilled By:SALEM Logged By:SK Drill Type:CME 45 Elevation:1162' Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A Notes: Figure Number A-6 ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description N-Values blows/ft. Moisture Content % Dry Density, PCF Remarks 1 0 5 10 15 20 25 1160 1155 1150 1145 1140 9/6 12/6 20/6 11/6 14/6 22/6 9/6 10/6 14/6 10/6 11/6 12/6 25/6 31/6 34/6 AC SM Asphalt Concrete = 3 in. *No Aggregate Base Silty SAND Medium dense; slightly moist; light brown; fine to medium grain sand; with gravel. Grades as above; damp. Grades as above; slightly moist; trace gravel. Grades as above; dry. Grades as above; very dense. End of boring at 21.5 feet BGS. 32 36 24 23 65 3.0 1.0 2.6 0.8 1.1 104.7 - - - - Disturbed sample. Test Boring:B-7 Page 1 Of: Project Number:3-219-1140 Date:01/06/2020 Client:Northgate Markets Project:Proposed Multi-Tenant Development Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California Drilled By:SALEM Logged By:SK Drill Type:CME 45 Elevation:1164' Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A Notes: Figure Number A-7 ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description N-Values blows/ft. Moisture Content % Dry Density, PCF Remarks 1 0 5 10 15 20 25 1160 1155 1150 1145 1140 9/6 11/6 13/6 10/6 13/6 17/6 20/6 33/6 36/6 17/6 22/6 33/6 AC SM Asphalt Concrete = 4 in. *No Aggregate Base Silty SAND Medium dense; slightly moist; light brown; fine to medium grain sand; trace gravel. Grades as above; damp. Grades as above; very dense; with gravel. Grades as above. End of boring at 16.5 feet BGS. 24 30 69 55 3.8 1.5 1.1 1.1 103.5 113.2 - - Test Boring:B-8 Page 1 Of: Project Number:3-219-1140 Date:01/06/2020 Client:Northgate Markets Project:Proposed Multi-Tenant Development Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California Drilled By:SALEM Logged By:SK Drill Type:CME 45 Elevation:1164' Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A Notes: Figure Number A-8 ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description N-Values blows/ft. Moisture Content % Dry Density, PCF Remarks 1 0 5 10 15 20 25 1165 1160 1155 1150 1145 1140 19/6 20/6 26/6 17/6 30/6 38/6 15/6 19/6 22/6 16/6 23/6 33/6 23/6 29/6 36/6 PCC SM portland Cement Concrete = 3 in. *No Aggregate Base Silty SAND Dense; slightly moist; light brown; fine to medium grain sand; with gravel. Grades as above; very dense; damp. Grades as above; dense; slightly moist. Grades as above; very dense. Grades as above; dry. End of boring at 21.5 feet BGS. 46 68 41 56 65 2.4 1.4 2.1 1.9 0.8 111.2 - - - - Disturbed sample. Test Boring:B-9 Page 1 Of: Project Number:3-219-1140 Date:01/06/2020 Client:Northgate Markets Project:Proposed Multi-Tenant Development Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California Drilled By:SALEM Logged By:SK Drill Type:CME 45 Elevation:1166' Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A Notes: Figure Number A-9 ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description N-Values blows/ft. Moisture Content % Dry Density, PCF Remarks 1 0 5 10 15 20 25 1160 1155 1150 1145 1140 1135 8/6 12/6 13/6 15/6 23/6 25/6 18/6 22/6 30/6 21/6 30/6 39/6 AC SM SP-SM SM Asphalt Concrete = 3 in. *No Aggregate Base Silty SAND Medium dense; slightly moist; brown; fine to medium grain sand; with gravel. Grades as above; dense; fine to coarse grain sand. Poorly graded SAND with Silt Very dense; moist; light brown; fine to coarse grain sand; with gravel. Silty SAND Very dense; moist; light brown; fine to mediumg grain sand; with gravel. End of boring at 15 feet BGS. 25 48 52 69 4.4 2.5 2.3 4.3 115.3 124.4 - - Test Boring:B-10 Page 1 Of: Project Number:3-219-1140 Date:01/06/2020 Client:Northgate Markets Project:Proposed Multi-Tenant Development Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California Drilled By:SALEM Logged By:SK Drill Type:CME 45 Elevation:1162' Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A Notes: Figure Number A-10 ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description N-Values blows/ft. Moisture Content % Dry Density, PCF Remarks 1 0 5 10 15 20 25 1160 1155 1150 1145 1140 1135 4/6 5/6 7/6 11/6 17/6 18/6 AC SM SM Asphalt Concrete = 3 in. *No Aggregate Base FILL; Silty SAND Loose; moist; brown; fine to medium grain sand; trace gravel. Silty SAND; medium dense; slightly moist; with gravel. End of boring at 6.5 feet BGS. 12 35 6.7 2.1 113.0 -Disturbed sample. Test Boring:B-11 Page 1 Of: Project Number:3-219-1140 Date:01/07/2020 Client:Northgate Markets Project:Proposed Multi-Tenant Development Location:NWC of San Bernardino Avenue & Sierra Avenue, Fontana, California Drilled By:SALEM Logged By:SK Drill Type:CME 45 Elevation:1163' Auger Type:4 in. Solid Flight Auger Initial Depth to Groundwater:N/A Hammer Type:Automatic Trip - 140 lb/30 in Final Depth to Groundwater:N/A Notes: Figure Number A-11 ELEVATION/ DEPTH (feet) SOIL SYMBOLS SAMPLER SYMBOLS AND FIELD TEST DATA USCS Soil Description N-Values blows/ft. Moisture Content % Dry Density, PCF Remarks 1 Consistency Classification Blows Per Foot (Uncorrected) Granular Soils Cohesive Soils MCS SPT MCS SPT Very loose <5 <4 Very soft <3 <2 Loose 5 -15 4 - 10 Soft 3 - 5 2 - 4 Medium dense 16 - 40 11 - 30 Firm 6 - 10 5 - 8 Dense 41 - 65 31 - 50 Stiff 11 - 20 9 - 15 Very dense >65 >50 Very Stiff 21 - 40 16 - 30 Hard >40 >30 MCS = Modified California Sampler SPT = Standard Penetration Test Sampler Notes: Symbol Description Strata symbols Fill Silty sand Poorly graded sand Poorly graded sand with silt Asphaltic Concrete Well graded gravel Well graded sand with silt Description not given for: "0N" Description not given for: "G9" Misc. Symbols Drill rejection Symbol Description Boring continues Soil Samplers California sampler Standard penetration test KEY TO SYMBOLS Project:Job No.: NWC San Bernardino Ave & Sierra Ave.Date Drilled: Silty SAND (SM) with Gravel Hole Radius:4 in. Pipe Dia.:3 in. Test Hole No.:P-1 Presoaking Date:Total Depth of Hole:180 in. Tested by:JC Test Date: Drilled Hole Depth:15 ft.Pipe Stick up:2 ft. Time Start Time Finish Depth of Test Hole (ft)# Refill- Yes or No Elapsed Time (hrs:min) Initial Water Level# (ft) Final Water Level# (ft) Δ Water Level (in.)Δ Min. Meas. Perc Rate (min/in) Initial Height of Water (in) Final Height of Water (in) Average Height of Water (in) Infiltration Rate, It (in/hr) 10:19 10:44 17.0 Y 0:25 11.40 12.50 13.20 25 1.9 67.2 54.0 60.6 1.01 10:44 11:09 17.0 N 0:25 12.50 13.20 8.40 25 3.0 54.0 45.6 49.8 0.78 11:21 11:31 17.0 Y 0:10 12.00 12.30 3.60 10 2.8 60.0 56.4 58.2 0.72 11:31 11:41 17.0 N 0:10 12.30 12.60 3.60 10 2.8 56.4 52.8 54.6 0.76 11:41 11:51 17.0 N 0:10 12.60 12.85 3.00 10 3.3 52.8 49.8 51.3 0.68 11:51 12:01 17.0 N 0:10 12.85 13.10 3.00 10 3.3 49.8 46.8 48.3 0.72 12:01 12:11 17.0 N 0:10 13.10 13.35 3.00 10 3.3 46.8 43.8 45.3 0.76 12:11 12:21 17.0 N 0:10 13.35 13.55 2.40 10 4.2 43.8 41.4 42.6 0.65 12:21 12:31 17.0 N 0:10 13.55 13.75 2.40 10 4.2 41.4 39.0 40.2 0.68 Recommended for Design:Infiltration Rate 0.65 Fontana, California Soil Classification: 3-219-1140Proposed Commercial Development Percolation Test Worksheet 1/6/2020 1/6/2020 1/7/2020 Project:Job No.:3-219-1140 NWC San Bernardino Ave & Sierra Ave.Date Drilled: Soil Classification:Silty SAND (SM) with Gravel Hole Radius:4 in. Pipe Dia.:3 in. Test Hole No.:P-2 Presoaking Date:Total Depth of Hole:540 in. Tested by:JC Test Date: Drilled Hole Depth:45 ft.Pipe Stick up:1.5 ft. Time Start Time Finish Depth of Test Hole (ft)# Refill- Yes or No Elapsed Time (hrs:min) Initial Water Level# (ft) Final Water Level# (ft) Δ Water Level (in.)Δ Min. Meas. Perc Rate (min/in) Initial Height of Water (in) Final Height of Water (in) Average Height of Water (in) Infiltration Rate, It (in/hr) 11:18 11:43 46.5 Y 0:25 6.00 17.25 135.00 25 0.2 486.0 351.0 418.5 1.54 11:43 12:08 46.5 N 0:25 17.25 24.00 81.00 25 0.3 351.0 270.0 310.5 1.24 12:08 12:18 46.5 N 0:10 24.00 26.10 25.20 10 0.4 270.0 244.8 257.4 1.17 12:18 12:28 46.5 N 0:10 26.10 27.70 19.20 10 0.5 244.8 225.6 235.2 0.97 12:28 12:38 46.5 N 0:10 27.70 29.00 15.60 10 0.6 225.6 210.0 217.8 0.85 12:38 12:48 46.5 N 0:10 29.00 30.20 14.40 10 0.7 210.0 195.6 202.8 0.84 12:48 12:58 46.5 N 0:10 30.20 31.30 13.20 10 0.8 195.6 182.4 189.0 0.83 12:58 13:08 46.5 N 0:10 31.30 32.35 12.60 10 0.8 182.4 169.8 176.1 0.85 Recommended for Design:Infiltration Rate 0.83 Percolation Test Worksheet 1/6/2020 1/6/2020 1/7/2020 Proposed Commercial Development Fontana, California Project No. 3-219-1140 B-1 APPENDIX B LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM), Caltrans, or other suggested procedures. Selected samples were tested for in-situ dry density and moisture content, corrosivity, consolidation, shear strength, maximum density and optimum moisture content, and grain size distribution. The results of the laboratory tests are summarized in the following figures. CONSOLIDATION - PRESSURE TEST DATA ASTM D2435 0 2 4 6 8 10 0.1 1.0 10.0 100.0 VO L U M E C H A N G E I N P E R C E N T LOAD IN KIPS PER SQUARE FOOT SOAKED CONSOLIDATION REBOUND 0.2 0.3 0.4 0.5 0.6 0.8 2.0 3.0 4.0 5.0 6.0 8.0 Boring: B-1 @ 2' 20 30 40 50 60 80 Moisture Content: Dry Density: 5.6% pcf107.4 Project Name: Proposed Multi-Tenant Development -Fontana, CA Project Number: 3-219-1140 COLLAPSE CONSOLIDATION - PRESSURE TEST DATA ASTM D2435 0 2 4 6 8 10 12 0.1 1.0 10.0 100.0 VO L U M E C H A N G E I N P E R C E N T LOAD IN KIPS PER SQUARE FOOT SOAKED CONSOLIDATION REBOUND 0.2 0.3 0.4 0.5 0.6 0.8 2.0 3.0 4.0 5.0 6.0 8.0 Boring: B-6 @ 2' 20 30 40 50 60 80 Moisture Content: Dry Density: 4.4% pcf113.5 Project Name: Proposed Multi-Tenant Development -Fontana, CA Project Number: 3-219-1140 COLLAPSE CONSOLIDATION - PRESSURE TEST DATA ASTM D2435 0 2 4 6 8 10 0.1 1.0 10.0 100.0 VO L U M E C H A N G E I N P E R C E N T LOAD IN KIPS PER SQUARE FOOT SOAKED CONSOLIDATION REBOUND 0.2 0.3 0.4 0.5 0.6 0.8 2.0 3.0 4.0 5.0 6.0 8.0 Boring: B-8 @ 5' 20 30 40 50 60 80 Moisture Content: Dry Density: 1.5% pcf113.2 Project Name: Proposed Multi-Tenant Development -Fontana, CA Project Number: 3-219-1140 COLLAPSE Project Name:Proposed Multi-Tenant Development - Fontana, CA Project Number: Client: Sample Location: Sample Type: Soil Classification: Tested By: Reviewed By: Date: Equipment Used: Sample 1 Sample 2 Sample 3 Normal Stress (ksf)1.000 2.000 3.000 Shear Rate (in/min) Peak Shear Stress (ksf)1.092 2.124 2.904 Residual Shear Stress (ksf)0.000 0.000 0.000 Initial Height of Sample (in)1.000 1.000 1.000 Height of Sample before Shear (in.)1 1 1 Diameter of Sample (in)2.416 2.416 2.416 Initial Moisture Content (%) Final Moisture Content (%)11.8 13.7 13.9 Dry Density (pcf)114.9 114.8 110.9 Slope 0.91 Friction Angle 42.2 Cohesion (psf)228 Direct Shear Test (ASTM D3080) 3-219-1140 Northridge Gonzalez Markets B-1 @ 5' Undisturbed Ring M. Noorzay CJ 1/13/2020 2.7 Peak Shear Strength Values Geomatic Direct Shear Machine 0.004 GRAVEL with Silt & Sand (GP-GM) 0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 0 1 2 3 4 Sh e a r S t r e s s ( k s f ) Normal Stress (ksf) Normal Stress vs. Shear Stress 42.2 ° 0 500 1000 1500 2000 2500 3000 3500 0 0.05 0.1 0.15 0.2 0.25 0.3 Sh e a r S t r e s s p s i ) Horizontal Displacement (in.) Horizontal Displacement vs. Shear Stress 1 ksf 2 ksf 3 ksf Project Name:Proposed Multi-Tenant Development - Fontana, CA Project Number: Client: Sample Location: Sample Type: Soil Classification: Tested By: Reviewed By: Date: Equipment Used: Sample 1 Sample 2 Sample 3 Normal Stress (ksf)1.000 2.000 3.000 Shear Rate (in/min) Peak Shear Stress (ksf)1.260 1.992 3.180 Residual Shear Stress (ksf)0.000 0.000 0.000 Initial Height of Sample (in)1.000 1.000 1.000 Height of Sample before Shear (in.)1 1 1 Diameter of Sample (in)2.416 2.416 2.416 Initial Moisture Content (%) Final Moisture Content (%)12.1 12.1 12.8 Dry Density (pcf)117.1 116.7 113.5 Slope 0.96 Friction Angle 43.8 Cohesion (psf)224 -- -- Direct Shear Test (ASTM D3080) 3-219-1140 Northridge Gonzalez Markets B-5 @ 2' Undisturbed Ring GRAVEL with Sand (GW) M. Noorzay CJ 1/10/2020 2.4 Peak Shear Strength Values Geomatic Direct Shear Machine 0.004 0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 0 1 2 3 4 Sh e a r S t r e s s ( k s f ) Normal Stress (ksf) Normal Stress vs. Shear Stress 43.8 ° 0 500 1000 1500 2000 2500 3000 3500 0 0.05 0.1 0.15 0.2 0.25 0.3 Sh e a r S t r e s s p s i ) Horizontal Displacement (in.) Horizontal Displacement vs. Shear Stress 1 ksf 2 ksf 3 ksf Project Name:Proposed Multi-Tenant Development - Fontana, CA Project Number: Client: Sample Location: Sample Type: Soil Classification: Tested By: Reviewed By: Date: Equipment Used: Sample 1 Sample 2 Sample 3 Normal Stress (ksf)1.000 2.000 3.000 Shear Rate (in/min) Peak Shear Stress (ksf)0.864 1.518 2.222 Residual Shear Stress (ksf)0.000 0.000 0.000 Initial Height of Sample (in)1.000 1.000 1.000 Height of Sample before Shear (in.)1 1 1 Diameter of Sample (in)2.416 2.416 2.416 Initial Moisture Content (%) Final Moisture Content (%)21.0 20.3 19.9 Dry Density (pcf)103.0 102.3 102.9 Slope 0.68 Friction Angle 34.2 Cohesion (psf)176.586667 -- -- Direct Shear Test (ASTM D3080) 3-219-1140 Northridge Gonzalez Markets B-8 @ 2' Undisturbed Ring Silty SAND (SM) M. Noorzay CJ 1/13/2020 3.6 Peak Shear Strength Values Geomatic Direct Shear Machine 0.004 0.000 0.500 1.000 1.500 2.000 2.500 3.000 0 1 2 3 4 Sh e a r S t r e s s ( k s f ) Normal Stress (ksf) Normal Stress vs. Shear Stress 34.2 ° 0 500 1000 1500 2000 2500 0 0.05 0.1 0.15 0.2 0.25 0.3 Sh e a r S t r e s s p s i ) Horizontal Displacement (in.) Horizontal Displacement vs. Shear Stress 1 ksf 2 ksf 3 ksf PL= LL= PI= D85=D60=D50= D30=D15=D10= Cu=N/A Cc=N/A 8% 72% 21% PARTICLE SIZE DISTRIBUTION DIAGRAM GRADATION TEST - ASTM C136 Percent Gravel Percent Sand Percent Silt/Clay #8 89.2% Sieve Size Percent Passing Atterberg Limits 3/4 inch 100.0% 1/2 inch 100.0% 3/8 inch 94.6%Coefficients #4 92.4% #16 84.9% #30 77.5% #50 64.2% Project Name: Proposed Multi-Tenant Development - Fontana, CA Project Number: 3-219-1140 Boring: B-1 @ 2' #100 43.1%USCS CLASSIFICATION #200 20.9%Silty SAND (SM) 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.0010.010.1110100 Pe r c e n t P a s s i n g Grain Size (mm) PL= LL= PI= D85=D60=7.0 D50= D30=0.7 D15=D10=0.15 Cu=46.67 Cc=0.47 50% 44% 6% PARTICLE SIZE DISTRIBUTION DIAGRAM GRADATION TEST - ASTM C136 Percent Gravel Percent Sand Percent Silt/Clay #8 41.5% Sieve Size Percent Passing Atterberg Limits 3/4 inch 94.9% 1/2 inch 78.9% 3/8 inch 68.0%Coefficients #4 50.2% #16 35.3% #30 27.9% #50 17.2% Project Name: Proposed Multi-Tenant Development - Fontana, CA Project Number: 3-219-1140 Boring: B-1 @ 5' #100 9.7%USCS CLASSIFICATION #200 5.8%Poorly graded GRAVEL with Silt and Sand (GP-GM) 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.0010.010.1110100 Pe r c e n t P a s s i n g Grain Size (mm) PL= LL= PI= D85=D60=D50= D30=D15=D10= Cu=N/A Cc=N/A 26% 60% 14% PARTICLE SIZE DISTRIBUTION DIAGRAM GRADATION TEST - ASTM C136 Percent Gravel Percent Sand Percent Silt/Clay #8 62.1% Sieve Size Percent Passing Atterberg Limits 3/4 inch 100.0% 1/2 inch 100.0% 3/8 inch 90.9%Coefficients #4 74.0% #16 52.5% #30 42.9% #50 29.3% Project Name: Proposed Multi-Tenant Development - Fontana, CA Project Number: 3-219-1140 Boring: B-1 @ 10' #100 18.7%USCS CLASSIFICATION #200 13.9%Silty SAND (SM) 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.0010.010.1110100 Pe r c e n t P a s s i n g Grain Size (mm) PL= LL= PI= D85=D60=D50= D30=D15=D10= Cu=N/A Cc=N/A 22% 61% 18% PARTICLE SIZE DISTRIBUTION DIAGRAM GRADATION TEST - ASTM C136 Percent Gravel Percent Sand Percent Silt/Clay #8 65.2% Sieve Size Percent Passing Atterberg Limits 3/4 inch 100.0% 1/2 inch 100.0% 3/8 inch 86.1%Coefficients #4 78.4% #16 55.4% #30 45.1% #50 32.9% Project Name: Proposed Multi-Tenant Development - Fontana, CA Project Number: 3-219-1140 Boring: B-1 @ 15' #100 23.2%USCS CLASSIFICATION #200 17.6%Silty SAND (SM) 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.0010.010.1110100 Pe r c e n t P a s s i n g Grain Size (mm) PL= LL= PI= D85=D60=3.5 D50= D30=0.7 D15=D10=0.175 Cu=20.00 Cc=0.80 34% 59% 6% PARTICLE SIZE DISTRIBUTION DIAGRAM GRADATION TEST - ASTM C136 Percent Gravel Percent Sand Percent Silt/Clay #8 52.8% Sieve Size Percent Passing Atterberg Limits 3/4 inch 91.7% 1/2 inch 82.2% 3/8 inch 79.1%Coefficients #4 65.6% #16 40.4% #30 27.0% #50 15.0% Project Name: Proposed Multi-Tenant Development - Fontana, CA Project Number: 3-219-1140 Boring: B-1 @ 20' #100 8.9%USCS CLASSIFICATION #200 6.2%Poorly graded SAND with Silt (SP-SM) 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.0010.010.1110100 Pe r c e n t P a s s i n g Grain Size (mm) PL= LL= PI= D85=D60=15.0 D50= D30=2.5 D15=D10=0.3 Cu=50.00 Cc=1.39 63% 34% 3% PARTICLE SIZE DISTRIBUTION DIAGRAM GRADATION TEST - ASTM C136 Percent Gravel Percent Sand Percent Silt/Clay #8 29.2% Sieve Size Percent Passing Atterberg Limits 3/4 inch 75.1% 1/2 inch 52.2% 3/8 inch 49.1%Coefficients #4 37.1% #16 23.1% #30 17.0% #50 9.7% Project Name: Proposed Multi-Tenant Development - Fontana, CA Project Number: 3-219-1140 Boring: B-5 @ 2' #100 5.3%USCS CLASSIFICATION #200 3.5%Well-graded GRAVEL with Sand (GW) 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.0010.010.1110100 Pe r c e n t P a s s i n g Grain Size (mm) PL= LL= PI= D85=D60=4.0 D50= D30=0.55 D15=D10=0.095 Cu=42.11 Cc=0.80 36% 55% 9% PARTICLE SIZE DISTRIBUTION DIAGRAM GRADATION TEST - ASTM C136 Percent Gravel Percent Sand Percent Silt/Clay #8 52.2% Sieve Size Percent Passing Atterberg Limits 3/4 inch 88.4% 1/2 inch 83.3% 3/8 inch 78.9%Coefficients #4 64.2% #16 41.6% #30 31.1% #50 20.3% Project Name: Proposed Multi-Tenant Development - Fontana, CA Project Number: 3-219-1140 Boring: B-5 @ 5' #100 12.6%USCS CLASSIFICATION #200 8.9%Poorly graded SAND with Silt (SP-SM) 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.0010.010.1110100 Pe r c e n t P a s s i n g Grain Size (mm) PL= LL= PI= D85=D60=0.6 D50= D30=0.2 D15=D10=0.06 Cu=10.00 Cc=1.11 9% 80% 11% PARTICLE SIZE DISTRIBUTION DIAGRAM GRADATION TEST - ASTM C136 Percent Gravel Percent Sand Percent Silt/Clay #8 82.4% Sieve Size Percent Passing Atterberg Limits 3/4 inch 100.0% 1/2 inch 100.0% 3/8 inch 100.0%Coefficients #4 91.3% #16 73.1% #30 60.5% #50 40.7% Project Name: Proposed Multi-Tenant Development - Fontana, CA Project Number: 3-219-1140 Boring: B-6 @ 2' #100 22.5%USCS CLASSIFICATION #200 11.5%Well-graded SAND with Silt (SW-SM) 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.0010.010.1110100 Pe r c e n t P a s s i n g Grain Size (mm) PL= LL= PI= D85=D60=D50= D30=D15=D10= Cu=N/A Cc=N/A 15% 68% 18% PARTICLE SIZE DISTRIBUTION DIAGRAM GRADATION TEST - ASTM C136 Percent Gravel Percent Sand Percent Silt/Clay #8 81.9% Sieve Size Percent Passing Atterberg Limits 3/4 inch 100.0% 1/2 inch 94.4% 3/8 inch 91.0%Coefficients #4 85.4% #16 77.5% #30 70.9% #50 58.0% Project Name: Proposed Multi-Tenant Development - Fontana, CA Project Number: 3-219-1140 Boring: B-8 @ 2' #100 35.9%USCS CLASSIFICATION #200 17.6%Silty SAND (SM) 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.0010.010.1110100 Pe r c e n t P a s s i n g Grain Size (mm) Project Name: Proposed Multi-Tenant Development - Fontana, CA Project Number: 3-219-1140 Date Sampled: 01/06/2020 - 01/07/2020 Date Tested: 1/10/2020 Sampled By: SK Tested By: MN Soil Description: Brown Silty SAND (SM) w/ Gravel 340 mg/kg 76 mg/kg 350 mg/kg 76 mg/kg 350 mg/kg 75 mg/kg 347 mg/kg 76 mg/kg 8.1 8.1Average: 1b. 1c. B-1 @ 0'-4' B-1 @ 0'-4' Sample Number Sample Location Soluble Sulfate SO4-S Soluble Chloride Cl pH 8.1 8.1 B-1 @ 0'-4' SO4 - Modified CTM 417 & Cl - Modified CTM 417/422 CHEMICAL ANALYSIS 1a. Laboratory Compaction Curve ASTM D1557 Project Name: Proposed Multi-Tenant Development - Fontana, CA Project Number: 3-219-1140 Date Sampled: 01/06/2020 - 01/07/2020 Date Tested: 1/10/2020 Sampled By: SK Tested By: MN Test Method: Method A 1234 Weight of Moist Specimen & Mold, (g) 4177.0 4286.7 4312.5 4269.5 Weight of Compaction Mold, (g) 2258.4 2258.4 2258.4 2258.4 Weight of Moist Specimen, (g) 1918.6 2028.3 2054.1 2011.1 Volume of Mold, (ft3)0.0333 0.0333 0.0333 0.0333 Wet Density, (pcf) 126.9 134.1 135.9 133.0 Weight of Wet (Moisture) Sample, (g) 100.0 100.0 100.0 100.0 Weight of Dry (Moisture) Sample, (g) 94.2 91.3 89.3 86.6 Moisture Content, (%) 6.2% 9.5% 12.0% 15.5% Dry Density, (pcf) 119.5 122.5 121.3 115.2 Soil Description: Brown Silty SAND (SM) w/ Gravel Sample Location: B-1 @ 0'-4' 95 100 105 110 115 120 125 130 135 140 145 0% 5% 10% 15% 20% 25% Dr y D e n s i t y , p c f Moisture Content, % of Dry Weight Maximum Dry Density: pcf Optimum Moisture Content: % 122.5 10.0 Project No. 3-219-1140 C-1 APPENDIX C GENERAL EARTHWORK AND PAVEMENT SPECIFICATIONS When the text of the report conflicts with the general specifications in this appendix, the recommendations in the report have precedence. 1.0 SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including, but not limited to, the furnishing of all labor, tools and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans and disposal of excess materials. 2.0 PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. This work shall be inspected and tested by a representative of SALEM Engineering Group, Incorporated, hereinafter referred to as the Soils Engineer and/or Testing Agency. Attainment of design grades, when achieved, shall be certified by the project Civil Engineer. Both the Soils Engineer and the Civil Engineer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary adjustments until all work is deemed satisfactory as determined by both the Soils Engineer and the Civil Engineer. No deviation from these specifications shall be made except upon written approval of the Soils Engineer, Civil Engineer, or project Architect. No earthwork shall be performed without the physical presence or approval of the Soils Engineer. The Contractor shall notify the Soils Engineer at least 2 working days prior to the commencement of any aspect of the site earthwork. The Contractor shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner or the Engineers. 3.0 TECHNICAL REQUIREMENTS: All compacted materials shall be densified to no less that 95 percent of relative compaction (90 percent for cohesive soils) based on ASTM D1557 Test Method (latest edition), UBC or CAL-216, or as specified in the technical portion of the Soil Engineer's report. The location and frequency of field density tests shall be determined by the Soils Engineer. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work will be judged by the Soils Engineer. 4.0 SOILS AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the Geotechnical Engineering Report. The Contractor shall make his own interpretation of the data contained in the Geotechnical Engineering Report and the Contractor shall not be relieved of liability for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work. Project No. 3-219-1140 C-2 5.0 DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off-site if caused by the Contractor's operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including court costs of codefendants, for all claims related to dust or wind-blown materials attributable to his work. Site preparation shall consist of site clearing and grubbing and preparation of foundation materials for receiving fill. 6.0 CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter and all other matter determined by the Soils Engineer to be deleterious. Such materials shall become the property of the Contractor and shall be removed from the site. Tree root systems in proposed improvement areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots greater than 1 inch in diameter. Tree roots removed in parking areas may be limited to the upper 1½ feet of the ground surface. Backfill of tree root excavations is not permitted until all exposed surfaces have been inspected and the Soils Engineer is present for the proper control of backfill placement and compaction. Burning in areas which are to receive fill materials shall not be permitted. 7.0 SUBGRADE PREPARATION: Surfaces to receive Engineered Fill and/or building or slab loads shall be prepared as outlined above, scarified to a minimum of 12 inches, moisture-conditioned as necessary, and recompacted to 95 percent relative compaction (90 percent for cohesive soils). Loose soil areas and/or areas of disturbed soil shall be moisture-conditioned as necessary and recompacted to 95 percent relative compaction (90 percent for cohesive soils). All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill materials. All areas which are to receive fill materials shall be approved by the Soils Engineer prior to the placement of any fill material. 8.0 EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over-excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable technical requirements. 9.0 FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence or approval of the Soils Engineer. Material from the required site excavation may be utilized for construction site fills, provided prior approval is given by the Soils Engineer. All materials utilized for constructing site fills shall be free from vegetation or other deleterious matter as determined by the Soils Engineer. 10.0 PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. Compaction of fill materials by flooding, ponding, or jetting shall not be permitted unless specifically approved by local code, as well as the Soils Engineer. Both cut and fill shall be surface-compacted to the satisfaction of the Soils Engineer prior to final acceptance. Project No. 3-219-1140 C-3 11.0 SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing, or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Soils Engineer indicates that the moisture content and density of previously placed fill is as specified. 12.0 DEFINITIONS - The term "pavement" shall include asphaltic concrete surfacing, untreated aggregate base, and aggregate subbase. The term "subgrade" is that portion of the area on which surfacing, base, or subbase is to be placed. The term “Standard Specifications”: hereinafter referred to, is the most recent edition of the Standard Specifications of the State of California, Department of Transportation. The term "relative compaction" refers to the field density expressed as a percentage of the maximum laboratory density as determined by ASTM D1557 Test Method (latest edition) or California Test Method 216 (CAL-216), as applicable. 13.0 PREPARATION OF THE SUBGRADE - The Contractor shall prepare the surface of the various subgrades receiving subsequent pavement courses to the lines, grades, and dimensions given on the plans. The upper 12 inches of the soil subgrade beneath the pavement section shall be compacted to a minimum relative compaction of 95 percent based upon ASTM D1557. The finished subgrades shall be tested and approved by the Soils Engineer prior to the placement of additional pavement courses. 14.0 AGGREGATE BASE - The aggregate base material shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate base material shall conform to the requirements of Section 26 of the Standard Specifications for Class II material, ¾-inch or 1½-inches maximum size. The aggregate base material shall be compacted to a minimum relative compaction of 95 percent based upon CAL-216. The aggregate base material shall be spread in layers not exceeding 6 inches and each layer of aggregate material course shall be tested and approved by the Soils Engineer prior to the placement of successive layers. 15.0 AGGREGATE SUBBASE - The aggregate subbase shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate subbase material shall conform to the requirements of Section 25 of the Standard Specifications for Class II Subbase material. The aggregate subbase material shall be compacted to a minimum relative compaction of 95 percent based upon CAL-216, and it shall be spread and compacted in accordance with the Standard Specifications. Each layer of aggregate subbase shall be tested and approved by the Soils Engineer prior to the placement of successive layers. 16.0 ASPHALTIC CONCRETE SURFACING - Asphaltic concrete surfacing shall consist of a mixture of mineral aggregate and paving grade asphalt, mixed at a central mixing plant and spread and compacted on a prepared base in conformity with the lines, grades, and dimensions shown on the plans. The viscosity grade of the asphalt shall be PG 64-10, unless otherwise stipulated or local conditions warrant more stringent grade. The mineral aggregate shall be Type A or B, ½ inch maximum size, medium grading, and shall conform to the requirements set forth in Section 39 of the Standard Specifications. The drying, proportioning, and mixing of the materials shall conform to Section 39. The prime coat, spreading and compacting equipment, and spreading and compacting the mixture shall conform to the applicable chapters of Section 39, with the exception that no surface course shall be placed when the atmospheric temperature is below 50 degrees F. The surfacing shall be rolled with a combination steel-wheel and pneumatic rollers, as described in the Standard Specifications. The surface course shall be placed with an approved self- propelled mechanical spreading and finishing machine. Middle Santa Ana River Bacterial Indicator TMDL Watershed-wide Compliance Site Monitoring – Five sites are regularly sampled for bacterial indicators, total suspended solids and selected field parameters: Santa Ana River at MWD Crossing, Santa Ana River at Pedley Avenue, Prado Park Lake Outlet, Mill- Cucamonga Creek at Chino-Corona Road, and Chino Creek at Central Avenue. Samples are collected during dry conditions in the dry and wet seasons and during and after one storm event. The District is responsible for collecting these samples. Big Bear Lake Nutrient TMDL Compliance Program Watershed-wide Compliance Plan – Six sites at the mouths of tributaries to Big Bear Lake are sampled at different intervals to assess baseline conditions and conditions during snowmelt and storm events. The District is responsible for collecting these samples. 10.3.3 Regional Monitoring Activities The area-wide MS4 program participates in regional monitoring activities that TheMaxWell®Plus,asmanufacturedandinstalledexclusivelyby TorrentResources Incorporated, is the industry standard for draining large paved surfaces,nuisancewaterandotherdemandingapplications.This patentedsystemincorporatesstate-of-the-artpre-treatmenttechnology. THEULTIMATEINDESIGN Since 1974, nearly 65,000 MaxWell ®Systems have proven their value as a cost-effective solution in a wide variety of drainage applications. They are acceptedbystateandmunicipalagenciesandareastandarddetailinnumerous drainagemanuals.Manymunicipalitieshaverecognizedtheinherentbenefits oftheMaxWellPlusandnowrequireitfordrainageofallpavedsurfaces. SUPERIORPRE-TREATMENT Industryresearch,togetherwithTorrentResources’ownexperience,haveshown thatinitialstormdrainageflowshavethegreatestimpactonsystemperformance. This“firstflush”occursduringthefirstfewminutesofrunoff,andcarriesthe majority of sediment and debris. Larger paved surfaces or connecting pipes from catch basins, underground storage, etc. can also generate high peak flows which may strain system function. In addition, nuisance water flows requirecontrolledprocessingseparatefromnormalstormrunoffdemands. Inthe MaxWell®Plus,preliminary treatment is provided through collectionandseparationindeeplarge-volumesettlingchambers.Thestandard MaxWellPlusSystemhasover2,500gallonsofcapacitytocontainsedimentand debriscarriedbyincomingwater.Floatingtrash,paper,pavementoil,etc.are effectivelystoppedbythe PureFlo®DebrisShieldsineachchamber.Theseshield- ingdevicesareequippedwithaneffectivescreentofiltersuspendedmaterialand areventedtopreventsiphoningoffloatingsurfacedebrisasthesystemdrains. EFFECTIVEPROCESSING Incomingwaterfromthesurfacegratedinletsorconnectingpipesisreceived in the Primary Settling Chamber where silt and other heavy particles settle to thebottom.APureFloDebrisShieldensurescontainmentbytrappingfloating debrisandpavementoil.Thepre-treatedflowisthenregulatedtoadesignrate ofupto0.25cfsanddirectedtoaSecondarySettlingChamber.Thesettlingand containment process is repeated, thereby effectively achieving controlled, uniformtreatment.ThesystemisdrainedaswaterrisesunderthePureFloDebris Shieldandspillsintothetopoftheoverflowpipe.Thedrainageassemblyreturns thecleanedwaterintothesurroundingsoilthroughtheFloFast®DrainageScreen. ABSORBENTTECHNOLOGY BothMaxWellPlussettlingchambersareequippedwithabsorbentspongesto providepromptremovalofpavementoils.Thesefloatingpillow-likedevicesare 100%waterrepellentandliterallywickpetrochemicalcompoundsfromthewater. Each sponge has a capacity of up to 128 ounces to accommodate effective, long-termtreatment.Theabsorbentiscompletelyinertandwillsafelyremove runoffconstituentsdowntorainbowsheensthataretypicallynomorethanone moleculethick. SECURITYFEATURES MaxWellPlusSystemsincludebolted,theft-deterrent,castirongratingsand covers as standard security features. Special inset castings which are resistant tolooseningfromaccidentalimpactareavailableforuseinlandscaped applica- tions. Machined mating surfaces and “Storm Water Only” wording are standard. ManufacturedandInstalledExclusivelybyTorrentResourcesIncorporated Pleaseseereversesideforadditionalinformation U.S.PatentNo.4,923,330 ® INDUSTRYSERVICES Site Drainage Systems Stormwater Drywells French Drains Piping Drainage Appurtenances Pump Systems Technical Analysis Design Review Percolation Testing Geologic Database ADEQ Drywell Registration Recharge Systems Municipal/Private Recharge Wells Injection Wells & Galleries Environmental Applications Pattern Drilling/Soil Remediation Drainage Rehabilitation Drywell Abandonments OSHA HAZMAT-Certified Drainage Renovation Problem Assessment Site Redesign/Modification System Retrofit Drainage Maintenance Preventive Maintenance Service Contracts Drywell Cleaning TORRENTRESOURCESINCORPORATED 1509 East Elwood Street Phoenix Arizona 85040~1391 phone 602~268~0785 fax 602~268~0820 Nevada 702~366~1234 AZ Lic.ROC070465 A, ROC047067 B-4; ADWR 363 CA Lic.528080 A, C-42, HAZ NV Lic.0035350 A NM Lic.90504 GF04 Thewatermarkfordrainagesolutions.® THEMAXWELLFIVE-YEARWARRANTY Innovative engineering, quality materials and exacting construction are standard with every MaxWell System designed,manufactured and installed by Torrent ResourcesIncorporated. TheMaxWell Drainage SystemsWarrantyisthebest in the industry and guarantees against failures due to workmanship or materials for a period of five years fromdateofcompletion. 1/12 MaxWell®Plus DRAINAGE SYSTEM Product Information and Design Features TORRENTRESOURCES(CA)INCORPORATED phone 661~947~9836 CA Lic.886759 A, C-42 www.TorrentResources.com AnevolutionofMcGuckinDrilling 114188b:0084318b2 1/11/12 1:25 PM Page 1 PRIMARYSETTLINGCHAMBERDEPTH TheoveralldepthofthePrimarySettlingChamberisdeterminedbytheamount ofsurfaceareabeingdrained.Useastandarddepthof 15feet fortheinitialacre ofcontributorydrainagearea,plus2feet foreachadditionalacre,uptothedesign limitsofthepropertytypenotedin“CalculatingMaxWellPlusRequirements” notedabove.Otherconditionsthatwouldrequireincreasedchamberdepthsare propertyusage,maintenancescheduling,andsevereorunusualserviceconditions. Connecting pipe depth may dictate deeper chambers so as to maintain the effectiveness of the settling process. Maximum chamber depth is 25 feet. Apumpandliftstationisrecommendedforsystemswithdeeperrequirements. ESTIMATEDTOTALDEPTH The Estimated Total Depth is the approximate total system depth required to achieve 10 continuous feet of penetration into permeable soils, based upon knownsoilinformation.Torrentutilizesspecialized “crowd”equippedrigstoget throughthedifficultcementedsoilandtoreachcleandrainagesoilsatdepths upto 180feet.Anextensivedrillinglogdatabaseisavailabletouseasareference. SETTLINGCHAMBERDEPTH On MaxWell Plus Systems of over 30 feet overall depth and up to 0.25cfs designrate,thestandardSettlingChamberDepthis 18feet.Maximumchamber depthis25feet. OVERFLOWHEIGHT The Overflow Height and Secondary Settling Chamber Depth determine the effectiveness of the settling process. The higher the overflow pipe, the deeper the chamber, the greater the settling capacity. An overflow height of13 feet is used with the standard settling chamber depth of 18 feet. DRAINAGEPIPE Thisdimensionalsoappliestothe PureFlo®DebrisShields,theFloFast®Drainage Screen,andfittings.Thesizeisbaseduponsystemdesignrates,multipleprimary settlingchambers,soil conditions, and need for adequate venting. Choices are 6",8",or 12" diameter. Refer to our company’s “Design Suggestions for Retention and Drainage Systems”for recommendationsonwhichsizebest matchesyourapplication. BOLTEDRING & GRATE/COVER Standardmodelsarequalitycastironandavailabletofit24"Øor30"Ømanhole openings.Allunitsareboltedintwolocationswithwording“StormWaterOnly” inraisedletters.For other surface treatments, please refer to “Design Suggestions for Retention and DrainageSystems.” INLETPIPEINVERT Pipesupto12"indiameterfromcatchbasins,undergroundstorage,etc.may beconnectedintotheprimarysettlingchamber.Largerpipediametersdictate theuseofmanholematerialfortheprimarysettingchamberwith48”grateson thecone.Invertsdeeperthan5feetwill require additional depth in both system settling chambers to maintain respectiveeffectivesettlingcapacities. INTAKE INLET HEIGHT TheIntakeInletHeightdeterminestheeffectivenessofthesettlingprocessin thePrimarySettlingChamber.Aminimuminletheightof 11feet isusedwith thestandardprimarysettlingchamberdepthof15feet.Greaterinletheights wouldberequiredwithincreasedsystemdemandsasnotedinPrimarySettling Chamber Depth. Freeboard Depth Varies with inlet pipe elevation. Increase primary/secondarysettlingchamberdepthsasneededtomaintainallinletpipe elevationsaboveconnectorpipeoverflow. CHAMBER SEPARATION Thestandardseparationbetweenchambersis10feetfromcentertocenter. Soilconditionsanddeeperinvertsmaydictaterequiredvariationsinchamberseparation. ' ' ' "Ø "Ø ' ' ' ' CALCULATING MAXWELL PLUS REQUIREMENTS: Thetypeofproperty,soilpermeability,rainfallintensityandlocaldrainageordinancesdeterminethenumberanddesignofMaxWell Systems.Forgeneralapplications drainingretainedstormwater,useonestandardMaxWell®Plus pertheinstructionsbelowforupto5acresoflandscapedcontributoryarea,andupto2acresofpaved surface.Todrainnuisancewaterflowsinstormrunoffsystems,addaremoteinlettothesystem.Forsmallerdrainageneeds,refertoour MaxWell®IV.Forindustrial drainage, our Envibro®System may be recommended. For additional considerations, please refer to “Design Suggestions For Retention And Drainage Systems” or consultourDesignStaff. COMPLETINGTHEMAXWELLPLUSDRAWING ToapplytheMaxWellPlusdrawingtoyourspecificproject,simplyfillintheblueboxesperthefollowinginstructions.Forassistance,pleaseconsultourDesignStaff. ThereferenceddrawingandspecificationsareavailableonCADeitherthroughouroffice or web site. This detail is copyrighted (2004) but may be used as is in construction plans without further release. For information onproductapplication,individual project specifications or site evaluation, contact our Design Staff for no-charge assistance inanyphaseofyourplanning. ITEM NUMBERS MAXWELL®PLUS DRAINAGESYSTEMDETAILANDSPECIFICATIONS 16. FabricSeal-U.V.ResistantGeotextile-Toberemovedbycustomer atprojectcompletion. 17. Absorbent–HydrophobicPetrochemicalSponge.Min128oz.capacity. 18. ConnectorPipe –4"ØSch.40PVC. 19. Anti-SiphonVentwithflowregulator. 20. IntakeScreen–Sch.40PVC0.120"modifiedslottedwellscreenwith32slotsperrow/ft. 48"overalllengthwithTRI-Cendcap. 21. Freeboard Depth Varies with inlet pipe elevation. Increase primary/secondary settling chamber depths as needed to maintain all inlet pipe elevations above connector pipe overflow. 22. OptionalInletPipe(byOthers). 23. MoistureMembrane–6mil.Plastic.Placesecurelyagainsteccentricconeandholesidewall. Usedinlieuofslurryinlandscapedareas. 24. Eight–(8)perforationsperfoot,2rowminimum. The MaxWell ®Plus Drainage System Detail And Specifications Manufactured and Installed byTORRENT RESOURCES An evolution of McGuckin Drilling www.torrentresources.com ARIZONA 602/268-0785NEVADA 702/366-1234 CALIFORNIA 661/947-9836 AZ Lic. ROC070465 A, ROC047067 B-4, ADWR 363CA Lic. 528080, C-42, HAZ. NV Lic. 0035350 A - NM Lic. 90504 GF04 ® 1. ManholeCone -Modifiedflatbottom. 2. StabilizedBackfill-1-SackSlurry. 3. BoltedRing&Grate/Cover-Diameterasshown.Cleancastironwithwording“StormWater Only”inraisedletters.Boltedin2locationsandsecuredtoconewithmortar.Rimelevation ±0.02' of plans. 4. GradedBasinorPaving (byOthers). 5. CompactedBaseMaterial (byOthers). 6. PureFlo®DebrisShield -Rolled16Ga.steelX24"lengthwithventedanti-siphonand internal.265"Max.SWOflattenedexpandedsteelscreenX12"length.Fusionbonded epoxycoated. 7. Pre-castLiner -4000PSIconcrete48"ID.X54"OD.Centerinholeandalignsections tomaximizebearingsurface. 8. Min.6'Ø DrilledShaft. 9. SupportBracket -Formed12Ga.steel.Fusionbondedepoxycoated. 10. OverflowPipe-Sch.40PVCmatedtodrainagepipeatbaseseal. 11. DrainagePipe -ADShighwaygradewithTRI-Acoupler.Suspendpipe duringbackfill operationstopreventbucklingorbreakage.Diameterasnoted. 12. BaseSeal-Geotextileorconcreteslurry. 13. Rock- Washed, sized between 3/8" and 1-1/2" tobest complement soil conditions. 14. FloFast®DrainageScreen-Sch.40PVC0.120"slottedwellscreenwith32slots perrow/ft.Diametervaries120"overalllengthwithTRI-Bcoupler. 15. Min.4'Ø Shaft-Drilledto maintainpermeability ofdrainagesoils. 114188b:0084318b2 1/11/12 1:25 PM Page 3 ANSI B Size Page (Horizontal) 10038 Marathon Parkway, Lakeside, CA 92040, USA Ph: (855) 203-0051 www.layfieldgroup.com SINGLE STACK MODULE SYSTEM Total Storage Volume ft3 REV.Record of Changes Date By NTS Sheet: Drawn by: Scale Date: Checked By: Module Storage Volume ft3 Stone Storage Volume ft3 System Footprint ft2 Estimated Stone Volume yd3 Excavation Required yd3 Excavation Depth ft Stone Type 34" clear Stone Void Space 40% Module Type Preliminary Drawing Page Name: Estimated Geotextile Fabric 21202.37 8773.60 12428.77 14080 812.37 1825.19 3.5 ST-12 MULTI-TENANT NWC San Bernardina Ave. & Sierra Ave. Fontana, CA AC AW 15JAN2020 15JAN2020 AC 7105 Estimated Liner yd2N/A LP6 yd2 01 OF 07 BRENTWOOD STORMTANK MODULE SHOP DRAWINGS Pages: Cover Page 01 OF 07 Module Layout 02 OF 07 TYP. Construction Details 03 OF 07 TYP. Pipe Penetration Details 04 OF 07 TYP. Debris Row Details 05 OF 07 Supplementary Notes 06 OF 07 Supplementary Notes 07 OF 07 Cover Page MULTI-TENANT NWC San Bernardina Ave. & Sierra Ave. Fontana, CA 42.50 59.00 57.00 75 . 0 0 77 . 0 0 28.50 6. 0 0 111.00 18 . 0 0 57.50 18 . 0 0 21.00 95 . 0 0 72 . 0 0 14.50 18 . 0 0 41.00 18 . 0 0 13.00 18 . 0 0 48.00 42 . 0 0 55.50 93 . 0 0 40.50 39.00 BRENTWOOD MODULE ST12 (SEE DETAIL 1/S-03) 3 4 " CLEAR STONE BRENTWOOD OBSERVATION PORT (SEE DETAIL 4/S-03 & 1/S-04) BRENTWOOD OBSERVATION PORT (SEE DETAIL 4/S-03 & 1/S-04) INLET W/ BRENTWOOD SADDLE PORT 6" DIA (SEE DETAIL 1/S-05) BRENTWOOD DEBRIS ROW (SEE DETAIL 1/S-05) INLET W/ BRENTWOOD SADDLE PORT 6" DIA (SEE DETAIL 1/S-05) BRENTWOOD DEBRIS ROW (SEE DETAIL 1/S-05)INLET W/ BRENTWOOD SADDLE PORT 6" DIA (SEE DETAIL 1/S-05) BRENTWOOD DEBRIS ROW (SEE DETAIL 1/S-05) INLET W/ BRENTWOOD SADDLE PORT 6" DIA (SEE DETAIL 1/S-05) BRENTWOOD DEBRIS ROW (SEE DETAIL 1/S-05) INLET W/ BRENTWOOD SADDLE PORT 6" DIA (SEE DETAIL 1/S-05) BRENTWOOD DEBRIS ROW (SEE DETAIL 1/S-05) BRENTWOOD OBSERVATION PORT (SEE DETAIL 4/S-03 & 1/S-04) ANSI B Size Page (Horizontal) 10038 Marathon Parkway, Lakeside, CA 92040, USA Ph: (855) 203-0051 www.layfieldgroup.com SINGLE STACK MODULE SYSTEM Total Storage Volume ft3 REV.Record of Changes Date By NTS Sheet: Drawn by: Scale Date: Checked By: Module Storage Volume ft3 Stone Storage Volume ft3 System Footprint ft2 Estimated Stone Volume yd3 Excavation Required yd3 Excavation Depth ft Stone Type 34" clear Stone Void Space 40% Module Type Preliminary Drawing Page Name: Estimated Geotextile Fabric 21202.37 8773.60 12428.77 14080 812.37 1825.19 3.5 ST-12 MULTI-TENANT NWC San Bernardina Ave. & Sierra Ave. Fontana, CA AC AW 15JAN2020 15JAN2020 AC 7105 Estimated Liner yd2N/A LP6 yd2 02 OF 07 a.All dimensions are measured in feet unless noted otherwise. b.Reference Brentwood Industries standard drawings and notes for detailed information. c.Reference current Brentwoood Module installation instructions for proper installation practices. [http://www.brentwoodindustries.com/products/ stormwater-management/stormtank/module.php#feature5] d.Engineer of record to confirm conformance to manufacturer's allowable proximity to other structures and slopes. e.All inlet and pipe locations and designs by others. f.The sub-grade and side backfill needs to be compacted to 95%, unless noted otherwise. g.During and after installation, the Brentwood Module area should be clearly marked and roped off to prevent unauthorized construction and equipment trafficking over the modules. h.Top of Ground water is to be maintained 610 mm (2 ft) below the module to prevent buoyancy, unless otherwise noted by engineer. i.The quantities related to stone and geosynthetics are estimated values as the roll size, overlaps, waste, ect. may vary. Module Layout MODULE LAYOUT SCALE: NTS NOTES1 S-02 2 S-02 NOTE: LOCATION OF DEBRIS ROW AND OBSERVATION PORT IS TO BE CONFIRMED Elevations Leveling Stone Invert 1153.54 Module Invert 1154.04 Top of Module 1155.04 Top of Stone Backfill 1156.04 Minimum Finished Grade 1157.04 Maximum Finished Grade 1165.04 Material Quantity (ST-12) ST-12 2948 Platens 5896 12" Columns 23584 12" Side Panels 565 10" Observation Port 16 6" Saddle Port 5 Contractor to confirm that quantities shipped to site match those listed above. Please report any discrepancy or damage to Layfield immediately. ANSI B Size Page (Horizontal) 10038 Marathon Parkway, Lakeside, CA 92040, USA Ph: (855) 203-0051 www.layfieldgroup.com SINGLE STACK MODULE SYSTEM Total Storage Volume ft3 REV.Record of Changes Date By NTS Sheet: Drawn by: Scale Date: Checked By: Module Storage Volume ft3 Stone Storage Volume ft3 System Footprint ft2 Estimated Stone Volume yd3 Excavation Required yd3 Excavation Depth ft Stone Type 34" clear Stone Void Space 40% Module Type Preliminary Drawing Page Name: Estimated Geotextile Fabric 21202.37 8773.60 12428.77 14080 812.37 1825.19 3.5 ST-12 MULTI-TENANT NWC San Bernardina Ave. & Sierra Ave. Fontana, CA AC AW 15JAN2020 15JAN2020 AC 7105 Estimated Liner yd2N/A LP6 yd2 03 OF 07 SIDE PANELS ARE NOT REQUIRED ON MODULES DIRECTLY ABUTTING THE CATCH BASIN A-A MIN. 1" MIN. 1" STORMTANK® MODULES STORMTANK® MODULES PRECAST CONCRETE CATCH BASIN PRECAST CONCRETE CATCH BASIN (BY OTHERS) SUMP(OPTIONAL) OPEN TO MODULES CROSS-SECTION SECTION A-A ORIFICE CONFIGURATIONS (BY OTHERS) ROUND ORIFICE MULTI STAGE ORIFICE MAXIMUM PIPE DIAMETERS MODULE NOMINAL PIPE DIAMETER (mm) ST-18 14" (356) ST-24 20" (508) ST-30 26" (660) ST-33 29" (737) ST-36 32" (813) BOX ORIFICE TYP. Construction Details TYP. CATCH BASIN ABUTMENT DETAIL SINGLE STACK OBSERVATION PORT DETAIL 3 S-03 4 S-03 FLEXIBLE COUPLING BRENTWOOD OBSERVATION PORT WITH LONG END INTO MODULE RISER PIPE (BY OTHERS) SURFACE GRATEFINISHED SURFACE CONCRETE RING (DESIGNED BY OTHERS) TYPICAL SINGLE STACKED SYSTEM BASIC CROSS-SECTION 5 S-03 34" (19 mm) ANGULAR STONE STORMTANK® MODULESENGINEER OF RECORD RESPONSIBLE FOR ENSURING SUBGRADE SOILS MEET BEARING AND SETTLING REQUIREMENTS MIN. 1'-0" (305 mm) DEPTH SPECIFIED BY ENGINEER OF RECORD [6" (152mm) MIN] MIN. 1'-0" (305 mm) MIN. 2'-0" (610 mm) MAX. 11'-0" (3.35 m) SUITABLE COMPACTABLE FILL (AS NECESSARY - DESIGN BY ENGINEER OF RECORD) FINISHED IMPERVIOUS SURFACE (DESIGN BY ENGINEER OF RECORD) VEGETATED AREA TO BE DESIGNED WITH ADEQUATE COMPACTED FILL FOR DESIGNED LOAD RATING (DESIGN BY ENGINEER OF RECORD) VARIESLAYFIELD LP6 NON-WOVEN GEOTEXTILE (OR EQUAL) SURROUNDING MODULES AND STONE/SOIL INTERFACE 1'-6" (457 mm) 10 " ( 2 5 4 m m ) SIDE PANEL DETAIL 2 S-03 12"(305 mm) FRONT TOP SIDE ISOMETRIC VIEW 3'-0" (914 mm) 1'- 6 " ( 4 5 7 m m ) Note: 8 COLUMNS PER MODULE STORMTANK®/ MODULE NAME HEIGHT (mm)CAPACITY (m^3)VOID RATIO NOMINAL WEIGHT (kg) ST 12 12 " (304.8mm)4.24 cf (0.12 m^3 )95.00%19.5 lbs (9kg) 1'- 0 " [ 3 0 5 m m ] MODULE DETAIL 1 S-03 12"(305 mm) ANSI B Size Page (Horizontal) 10038 Marathon Parkway, Lakeside, CA 92040, USA Ph: (855) 203-0051 www.layfieldgroup.com SINGLE STACK MODULE SYSTEM Total Storage Volume ft3 REV.Record of Changes Date By NTS Sheet: Drawn by: Scale Date: Checked By: Module Storage Volume ft3 Stone Storage Volume ft3 System Footprint ft2 Estimated Stone Volume yd3 Excavation Required yd3 Excavation Depth ft Stone Type 3 4" clear Stone Void Space 40% Module Type Preliminary Drawing Page Name: Estimated Geotextile Fabric 21202.37 8773.60 12428.77 14080 812.37 1825.19 3.5 ST-12 MULTI-TENANT NWC San Bernardina Ave. & Sierra Ave. Fontana, CA AC AW 15JAN2020 15JAN2020 AC 7105 Estimated Liner yd2N/A LP6 yd2 04 OF 07 TABLE A: OBSERVATION PORT DIMENSION PORT SIZE OPEN SIZE RISER PIPE DIA. STEP 1: 6" (152 mm) 8" (203 mm) 10" (254 mm) 6" (152 mm) 8" (203 mm) 10" (254 mm) 7" (178 mm) 9" (229 mm) 11" (279 mm) STEP 2: OBSERVATION PORT ALIGNMENT HOLES (2 PLACES) TOP PLATEN CIRCULAR RECESSES (2 PLACES) STACKING PIN (2 PLACES) SEE TABLE A FOR OPENING SIZE LAYOUT & CUT OPENING INTO THE CENTER OF THE TOP PLATEN FOR BRENTWOOD OBSERVATION PORT. STEP 3: INSTALL OBSERVATION PORT STEP 4: FLANGE PLATE MARK & CUT FLANGE PLATE FLUSH WITH MODULE SIDE "WHEN MODULE IS ON THE PERIMETER OF THE SYSTEM." STEP 5: NON-WOVEN GEOTEXTILE FABRIC (LAYFIELD LP6 OR APPROVED EQUAL) INSTALL GEOTEXTILE: WRAP SPECIFIED GEOTEXTILE FABRIC AROUND ENTIRE INSTALLATION OF STORMTANK MODULES. CUT "X" PATTERN INTO GEOTEXTILE FABRIC AT OBSERVATION PORT AND PEEL EDGES OUT. STEP 6: SEAL FABRIC TO OBSERVATION PORT WITH SS BANDING, WATER RESISTANT TAPE OR NYLON ZIP-TIE 3'-0" (914 mm) 1' - 6 " ( 4 5 7 m m ) 9" ( 2 2 9 m m ) 1'-6" (457 mm)10" PIPE (SUPPLIED BY OTHERS) TYP. Pipe Penetration Details TYP. OBSERVATION PORT INSTALLATION DETAIL SMALL DIAMETER (14" [356 mm] AND SMALLER) PIPE CONNECTION DETAIL LARGE DIAMETER (15" [381 mm] AND GREATER) PIPE CONNECTION DETAIL 1 S-04 2 S-04 3 S-04 STEP 1: LOCATE AND MARK OPENING SIDE PANEL TRACE OUTLINE OF PIPED TO BE INSTALLED STEP 3: REINSTALL SIDE PANELS STEP 4: INSTALL PIPE (SLIP FIT) STEP 5: WRAP AND SECURE GEOTEXTILE INLET PIPE (BY OTHERS) NON-WOVEN GEOTEXTILE FABRIC (LAYFIELD LP6 OR APPROVED EQUAL) AROUND THE WHOLE TANK SEAL FABRIC TO INLET PIPE WITH SS BANDING, WATER RESISTANT TAPE OR NYLON ZIP TIE (BY OTHERS) STEP 2: REMOVE SIDE PANELS FROM MODULES AND CUT OPENING OPENING FOR PIPE INSTALLATION SIDE PANELS AFTER REMOVAL VARIES 18" (457 mm) 36" (914 mm) DETAIL TOP PLATEN SIDE PANEL INLET PIPE (BY OTHERS) COLUMN 3" ( 7 6 m m ) MI N . 3" ( 7 6 m m ) MI N . 1.4" (35.56 mm) MAX. STEP 1: LOCATE AND MARK OPENING STEP 2: REMOVE SIDE PANELS FROM MODULES AND CUT OPENING STEP 3: REINSTALL SIDE PANELS OPENING FOR PIPE INSTALLATION SIDE PANELS AFTER REMOVAL SIDE PANEL TRACE OUTLINE OF PIPED TO BE INSTALLED STEP 4: INSTALL PIPE (SLIP FIT) STEP 5: WRAP AND SECURE GEOTEXTILE INLET PIPE (BY OTHERS) NON-WOVEN GEOTEXTILE FABRIC (LAYFIELD LP6 OR APPROVED EQUAL) AROUND WHOLE TANK SEAL FABRIC TO INLET PIPE WITH SS BANDING, WATER RESISTANT TAPE OR NYLON ZIP TIE (BY OTHERS) DETAIL TOP PLATEN SIDE PANEL INLET PIPE (BY OTHERS) COLUMN 1'-6" (457 mm) VARIES 3" ( 7 6 m m ) MI N . 3" ( 7 6 m m ) MI N . 1.4" (36.56 mm) MAX. ANSI B Size Page (Horizontal) 10038 Marathon Parkway, Lakeside, CA 92040, USA Ph: (855) 203-0051 www.layfieldgroup.com SINGLE STACK MODULE SYSTEM Total Storage Volume ft3 REV.Record of Changes Date By NTS Sheet: Drawn by: Scale Date: Checked By: Module Storage Volume ft3 Stone Storage Volume ft3 System Footprint ft2 Estimated Stone Volume yd3 Excavation Required yd3 Excavation Depth ft Stone Type 3 4" clear Stone Void Space 40% Module Type Preliminary Drawing Page Name: Estimated Geotextile Fabric 21202.37 8773.60 12428.77 14080 812.37 1825.19 3.5 ST-12 MULTI-TENANT NWC San Bernardina Ave. & Sierra Ave. Fontana, CA AC AW 15JAN2020 15JAN2020 AC 7105 Estimated Liner yd2N/A LP6 yd2 05 OF 07 TYP. Debris Row Details SIDE PANELS AND GEOTEXTILE FABRIC ALONG THE PERIMETER OF DEBRIS ROW FINISHED DEBRIS ROW WITH INLET AND OBSERVATION PORT ` - NOTE: GEOTEXTILE HEIGHT BASED ON HYDROGRAPH ELEVATION OF SELECTED STORM OR MINIMUM 12" (305mm), WHICHEVER IS GREATER. GEOTEXTILE FABRIC AROUND PERIMETER OF DEBRIS ROW SECURED TO SIDE PANELS WITH ZIP TIES GEOTEXTILE FABRIC BETWEEN STONE AND MODULES DEBRIS ROW PERIMETER SIDE PANELS TOP PLATENS LENGTHS NEED TO BE CONFIRMED FROM MODULE LAYOUT (REFER TO 2/S-02) TYP. DEBRIS ROW CROSS SECTION TYP. DEBRIS ROW DETAIL1 S-05 CLOSED COVER AND FRAME CONCRETE COLLAR 10" (254 mm) RISER CLOSED COVER AND FRAME CONCRETE COLLAR 6" (152 mm) RISER COLLECTED DEBRIS BUILD-UP (SHOWN FOR CLARITY) STORMTANK® MODULE GEOTEXTILE FABRIC AROUND PERIMETER OF DEBRIS ROW. DEBRIS ROW PERIMETER SIDE PANELS INFLUENT PIPE INFLUENT "WYE" CONNECTION GEOTEXTILE FABRIC SECURED TO SIDE PANEL WITH ZIP TIES. NOTE: GEOTEXTILE HEIGHT BASED ON HYDROGRAPH ELEVATION OF SELECTED STORM OR MINIMUM 12" (305mm), WHICHEVER IS GREATER. OUTER EDGE SIDE PANELS TOP PLATENS OBSERVATION PORT -NUMBER OF OBSERVATION PORTS NEED TO BE CONFIRMED FROM MODULE LAYOUT (REFER TO 2/S-02) INLET SADDLE PORT DEBRIS ROW RISER PIPE RISER PIPE ANSI B Size Page (Horizontal) 10038 Marathon Parkway, Lakeside, CA 92040, USA Ph: (855) 203-0051 www.layfieldgroup.com SINGLE STACK MODULE SYSTEM Total Storage Volume ft3 REV.Record of Changes Date By NTS Sheet: Drawn by: Scale Date: Checked By: Module Storage Volume ft3 Stone Storage Volume ft3 System Footprint ft2 Estimated Stone Volume yd3 Excavation Required yd3 Excavation Depth ft Stone Type 3 4" clear Stone Void Space 40% Module Type Preliminary Drawing Page Name: Estimated Geotextile Fabric 21202.37 8773.60 12428.77 14080 812.37 1825.19 3.5 ST-12 MULTI-TENANT NWC San Bernardina Ave. & Sierra Ave. Fontana, CA AC AW 15JAN2020 15JAN2020 AC 7105 Estimated Liner yd2N/A LP6 yd2 06 OF 07 General Conditions ·Review installation procedures and coordinate the installation with other construction activities, such as grading, excavation, utilities, construction access, erosion control, etc. ·Engineered Drawings supersede all provided documentation, as the information furnished in this document is based on a typical installation. ·When installed based on Brentwood’s Site Preparation and Installation Instructions or similar, a StormTank® system can support an HS-25 load. ·Coordinate the installation with manufacturer’s representative/distributor to be on-site to review start up procedures and installation instructions. ·Components shall be unloaded, handled and stored in an area protected from traffic and in a manner to prevent damage. ·Assembled modules may be walked on, but vehicular traffic is prohibited until backfilled per Manufacturer’s requirements. Protect the installation against damage with highly visible construction tape, fencing, or other means until construction is complete. Ensure all construction occurs in accordance with Federal, Provincial and Local Laws, Ordinances, Regulations and Safety Requirements. ·Extra care and caution should be taken when temperatures are at or below 40° F (4.4° C). 1.0 StormTank® Assembly StormTank® Modules: StormTank® modules are delivered to the site as palletized components requiring simple assembly. No special equipment, tools or bonding agents are required; only a rubber mallet. A single worker can typically assemble a module in two minutes. ASSEMBLY INSTRUCTIONS: 1.Place a platen on a firm level surface and insert the eight (8) columns into the platen receiver cups. Firmly tap each column with a rubber mallet to ensure the column is seated. 2.Place a second platen on a firm level surface. Flip the previously assembled components upside down onto the second platen, aligning the columns into the platen receiver cups. 3.Once aligned, seat the top assembly by alternating taps, with a rubber mallet at each structural column until all columns are firmly seated. SIDE PANEL 4.If side panels are required, firmly tap the top platen upward to raise the top platen. Insert the side panel into the bottom platen. 5.Align the top of the side panel with the top platen and firmly seat the top platen utilizing a rubber mallet. GENERAL NOTES: ·Remove packaging material and check for any damage. Report any damaged components to a StormTank® Distributor or Brentwood personnel. ·StormTank® components are backed by a one year warranty, when installed per manufacturer’s recommendations. 2.0 Basin Excavation 1.Stake out and excavate to elevations per approved plans.Excavation Requirements: a.Sub-grade excavation must be a minimum of 6” (152 mm) below designed StormTank® Module invert. b.The excavation should extend a minimum of 12” (305 mm) beyond the StormTank® dimensions in each length and width (an additional 24” [610 mm] in total length and total width) to allow for adequate placement of side backfill material. c.Remove objectionable material encountered within the excavation, including protruding material from the walls. d.Furnish, install, monitor and maintain excavation support (e.g., shoring, bracing, trench boxes, etc.) as required by Federal, Provincial and Local Laws, Ordinances, Regulations and Safety Requirements. 3.0 Sub-Grade Requirements 1.Sub-grade shall be unfrozen, level (plus or minus 1%), and free of lumps or debris with no standing water, mud or muck. Do not use materials nor mix with materials that are frozen and/or coated with ice or frost. 2.Unstable, unsuitable and/or compromised areas should be brought to the Engineer’s attention and mitigating efforts determined prior to compacting the sub-grade. 3.Sub-grade must be compacted to 95% Standard Proctor Density or as approved by the Engineer of Record. If code requirements restrict subgrade compaction, it is the requirement of the geotechnical Engineer to verify that the bearing capacity and settlement criteria for support of the system are met. * * The Engineer of Record shall reference Brentwood document Appendix A for minimum soil bearing capacity required based on Load Rating and top cover depth. Minimum soil bearing capacity is required so that settlements are less than 1” through the entire sub-grade and do not exceed long-term 1/2” differential settlement between any two adjacent units within the system. Sub-grade must be designed to ensure soil bearing capacity is maintained throughout all soil saturation levels. 4.0 Leveling Bed Installation 1.Install geotextile fabric and/or liner material, as specified. a.Geotextile fabric shall be placed per manufacturer’s recommendations. b.Additional material to be utilized for wrapping above the system must be protected from damage until use. 2.After the geotextile is secured, place a minimum 6” (152 mm) Leveling Bed. a.Material should be a 3/4” (19 mm) angular stone meeting Appendix B – Acceptable Fill Material. b.Material should be raked free of voids, lumps, debris, sharp objects and plate vibrated to a level with a maximum 1% slope. 3.Correct any unsatisfactory conditions. 5.0 StormTank® Module Placement 1.1. Install geotextile fabric and/or liner material, as specified. a.Geotextile fabric shall be placed per manufacturer’s recommendations. b.Additional material to be utilized for wrapping above the system must be protected from damage until use. 2.Mark the footprint of the modules for placement. a.Ensure module perimeter outline is square or similar prior to Module placement. b.Care should be taken to note any connections, ports or other irregular units to be placed. 3.Install the individual modules by hand, as detailed below. a.The modules should be installed as shown in the StormTank® submittal drawings with the short side of perimeter modules facing outward, except as otherwise required. b.Make sure the top/bottom platens are in alignment in all directions to within a maximum 1/4” (6.4 mm). c.For double stack configurations: i. Install the bottom module first. DO NOT INTERMIX VARIOUS MODULE HEIGHTS ACROSS LAYERS. Backfilling prior to proceeding to second layer is optional. ii. Insert stacking pins (2 per module) into the top platen of the bottom module. iii. Place the upper module directly on top of the bottom module in the same direction, making sure to engage the pins. 4.Install the modules to completion, taking care to avoid damage to the geotextile and/or liner material. 5.Locate any ports or other penetration of the StormTank®. a.Install ports/penetrations in accordance with the approved submittals, contract documents and manufacturer’s recommendations. 6.Upon completion of module installation, wrap the modules in geotextile fabric and/or liner. a.Geotextile fabric shall be wrapped and secured per manufacturer’s recommendations. b.Seal any ports/penetrations per Manufacturer’s requirements Notes: ·If damage occurs to the geotextile fabric or impermeable liner, repair the material in accordance with the geotextile/liner Manufacturer’s recommendations. 6.0 Side Backfill 1.Inspect all geotextile, ensuring that no voids or damage exists; which will allow sediment into the StormTank® system. 2.Adjust the stone/soil interface geotextile along the side of the native soil to ensure the geotextile is taught to the native soil. 3.Once the geotextile is secured, begin to place the Side Backfill. a.a. Material should be a 3/4” (19 mm) angular stone meeting Appendix B – Acceptable Fill Material. b.b. Backfill sides “evenly” around the perimeter without exceeding single 12” (305 mm) lifts. c.Place material utilizing an excavator, dozer or conveyor boom. d.Utilize a plate vibrator to settle the stone and provide a uniform distribution. Notes: ·Do not apply vehicular load to the modules during placement of side backfill. All material placement should occur with equipment located on the native soil surrounding the system. ·If damage occurs to the geotextile fabric or impermeable liner, repair the material in accordance with the geotextile/liner Manufacturer’s recommendations. · 7.0 Top Backfill (Stone) 1.Begin to place the Top Backfill. a.Material should be a 3/4” (19 mm) angular stone meeting Appendix B – Acceptable Fill Material. b.Place material utilizing an excavator, dozer or conveyor boom (Appendix C – Material Placement) and use a walk-behind plate vibrator to settle the stone and provide an even distribution. DO NOT DRIVE ON THE MODULES WITHOUT A MINIMUM 12” (305 mm) COVER. 2.Upon completion of Top Backfilling, wrap the system in geotextile fabric and/or liner per manufacturer’s recommendations. 3.Install metallic tape around the perimeter of the system to mark the area for future utility detection. Notes: ·If damage occurs to the geotextile fabric or impermeable liner, repair the material in accordance with the geotextile/liner Manufacturer’s recommendations. 8.0 Suitable Compactable Fill Following Top Backfill placement and geotextile fabric wrapping; complete the installation as noted below. Vegetated Area 1.Place fill onto the geotextile. a.Maximum 12” (305 mm) lifts, compacted with a vibratory plate or walk behind roller to a minimum of 90% Standard Proctor Density. b.The minimum top cover to finished grade should not be less than 24” (610 mm) and the maximum depth from final grade to the bottom of the lowest module should not exceed 11’ (3.35 m). 2.Finish to the surface and complete with vegetative cover. Impervious Area 1.Place fill onto the geotextile. a.Maximum 12” (305 mm) lifts, compacted with a vibratory plate or walk behind roller to a minimum of 90% Standard Proctor Density. b.The minimum top cover to finished grade should not be less than 24” (610 mm) and the maximum depth from final grade to the bottom of the lowest module should not exceed 11’ (3.35 m). 2.Finish to the surface and complete with asphalt, concrete, etc. Notes: ·A vibratory roller may only be utilized after a minimum 24” (610 mm) of compacted material has been installed or for the installation of the asphalt wearing course. ·If damage occurs to the geotextile fabric, repair the material in accordance with the geotextile Manufacturer’s recommendations. ·For most recent installation guidelines visit: http://www.brentwoodindustries.com/products/stormwater-management/stormtank/module.php#feature5 9.0 Inspection and Maintenance If the following inspections and maintenance procedures are not followed as specified below then the end-user is responsible for the performance of the modules. These Maintenance procedure must be performed after a heavy rainfall, flooding or any incident that will vary the flow of water drastically. Inspection 1.Inspect all observation ports, inflow and outflow connection and the discharge area 2.Identify and log any sediment and debris accumulation, system backup, or discharge rate changes. 3.If there is a sufficient need for a cleanout, contact a local cleaning company for assistance. Cleaning: 1.If a pretreatment device is installed, follow manufacturer recommendations. 2.Using vacuum pump truck, evacuate debris from the inflow and outflow points. 3.Flush the system with clean water, forcing debris from the system. 4.Repeat steps 2 and 3 until no debris is evident. Supplementary Notes ANSI B Size Page (Horizontal) 10038 Marathon Parkway, Lakeside, CA 92040, USA Ph: (855) 203-0051 www.layfieldgroup.com SINGLE STACK MODULE SYSTEM Total Storage Volume ft3 REV.Record of Changes Date By NTS Sheet: Drawn by: Scale Date: Checked By: Module Storage Volume ft3 Stone Storage Volume ft3 System Footprint ft2 Estimated Stone Volume yd3 Excavation Required yd3 Excavation Depth ft Stone Type 3 4" clear Stone Void Space 40% Module Type Preliminary Drawing Page Name: Estimated Geotextile Fabric 21202.37 8773.60 12428.77 14080 812.37 1825.19 3.5 ST-12 MULTI-TENANT NWC San Bernardina Ave. & Sierra Ave. Fontana, CA AC AW 15JAN2020 15JAN2020 AC 7105 Estimated Liner yd2N/A LP6 yd2 07 OF 07 Supplementary Notes STORMWATER INLET FILTRATION FLOGARD®Catch Basin Insert Filter Catch basin insert designed to capture sediment, gross solids, trash and petroleum hydrocarbons from low (“first flush”) flows, even during the most extreme weather conditions Flat-Grated Inlet Circular Frame Inlet Combination Inlet Example Types, Sizes and Capacities: Additional sizes, including regional and custom options are available. FloGard Combination Inlet STANDARD DEPTH INLET ID Inside Dimension (inch x inch) GRADE OD Outside Dimension (inch x inch) TOTAL BYPASS CAPACITY (cu. ft. / sec.) SOLIDS STORAGE CAPACITY (cu. ft.) FILTERED FLOW (cu. ft. / sec.) SHALLOW DEPTH SOLIDS STORAGE CAPACITY (cu. ft.) FILTERED FLOW (cu. ft. / sec.) FGP-1633FGO 16 X 33 18 X 36 7.0 2.5 1.7 FGP-1633FGO8 1.4 1.1 FGP-1836FGO 18 X 36 18 X 40 6.9 2.3 1.6 FGP-1836FGO8 1.3 .9 FGP-2234FGO 22 X 34 24 X 36 8.1 3.6 2.1 FGP-2234FGO8 2.1 1.4 FGP-2436FGO 24 X 36 24 X 40 8.0 3.4 2.0 FGP-2436FGO8 1.95 1.15 STANDARD DEPTH INLET ID Inside Dimension (inch x inch) GRADE OD Outside Dimension (inch x inch) TOTAL BYPASS CAPACITY (cu. ft. / sec.) SOLIDS STORAGE CAPACITY (cu. ft.) FILTERED FLOW (cu. ft. / sec.) SHALLOW DEPTH SOLIDS STORAGE CAPACITY (cu. ft.) FILTERED FLOW (cu. ft. / sec.) FGP-12F 12 X 12 12 X 14 2.8 0.3 0.4 FGP-12F8 .15 .25 FGP-16F 16 X 16 16 X 19 4.7 0.8 0.7 FGP-16F8 .45 .4FGP-18F 18 X 18 18 X 20 4.7 0.8 0.7 FGP-18F8 .45 .4 FGP-1836F 18 X 36 18 X 40 6.9 2.3 1.6 FGP-1836F8 1.3 .9 FGP-21F 22 X 22 22 X 24 6.1 2.2 1.5 FGP-21F8 1.25 .85 FGP-24F 24 X 24 24 X 27 6.1 2.2 1.5 FGP-24F8 1.25 .85 FGP-2436F 24 X 36 24 X 40 8.0 3.4 2.0 FGP-2436F8 1.95 1.15 FGP-2448F 24 X 48 24 X 48 9.3 4.4 2.4 FGP-2448F8 2.5 1.35 FGP-32F-TN 28 X 28 32 X 32 6.3 2.2 1.5 FGP-32F8-TN 1.25 .85 FGP-30F 30 X 30 30 X 34 8.1 3.6 2.0 FGP-30F8 2.05 1.15 FGP-36F 36 X 36 36 X 40 9.1 4.6 2.4 FGP-36F8 2.65 1.35 FGP-3648F 36 X 48 40 X 48 11.5 6.8 3.2 FGP-3648F8 3.9 1.85 FGP-48F 48 X 48 48 X 54 13.2 9.5 3.9 FGP-48F8 5.45 2.25 FGP-1633F 16 X 34 18 X 36 6.9 2.3 1.6 FGP-1633F8 1.3 .9 FGP-2234F 22 X 34 24 X 36 8.0 3.4 2.0 FGP-2234F8 1.95 1.15 FloGard Flat Grated Inlet SPECIFIER CHARTSTANDARD & SHALLOW DEPTH (Data in these columns is the same for both STANDARD & SHALLOW versions) STANDARD DEPTH -20 Inches- SHALLOW DEPTH -12 Inches-MODEL NO.MODEL NO. STANDARD DEPTH -20 Inches- SHALLOW DEPTH -12 Inches- SPECIFIER CHARTSTANDARD & SHALLOW DEPTH (Data in these columns is the same for both STANDARD & SHALLOW versions)MODEL NO.MODEL NO. MODEL NUMBER INLET ID (inches) GRADE OD (inches) SOLIDS STORAGE CAPACITY (CU FT) FILTERED FLOW (CSF) TOTAL BYPASS CAPACITY (CFS) FGP-RF15F 15 18 0.3 0.4 2.8 FGP-RF18F 18 20 0.8 0.7 4.7 FGP-RF20F 20 23 0.8 0.7 4.7 FGP-RF21F 21 23.5 0.8 0.7 4.7 FGP-RF22F 22 24 0.8 0.7 4.7 FGP-RF24F 24 26 0.8 0.7 4.7 FGP-RF30F 30 32 2.2 1.5 6.1 FGP-RF36F 36 39 3.6 2.0 8.1 FloGard Circular Grated Inlet SPECIFIER CHART TheMaxWell®Plus,asmanufacturedandinstalledexclusivelyby TorrentResources Incorporated, is the industry standard for draining large paved surfaces,nuisancewaterandotherdemandingapplications.This patentedsystemincorporatesstate-of-the-artpre-treatmenttechnology. THEULTIMATEINDESIGN Since 1974, nearly 65,000 MaxWell ®Systems have proven their value as a cost-effective solution in a wide variety of drainage applications. They are acceptedbystateandmunicipalagenciesandareastandarddetailinnumerous drainagemanuals.Manymunicipalitieshaverecognizedtheinherentbenefits oftheMaxWellPlusandnowrequireitfordrainageofallpavedsurfaces. SUPERIORPRE-TREATMENT Industryresearch,togetherwithTorrentResources’ownexperience,haveshown thatinitialstormdrainageflowshavethegreatestimpactonsystemperformance. This“firstflush”occursduringthefirstfewminutesofrunoff,andcarriesthe majority of sediment and debris. Larger paved surfaces or connecting pipes from catch basins, underground storage, etc. can also generate high peak flows which may strain system function. In addition, nuisance water flows requirecontrolledprocessingseparatefromnormalstormrunoffdemands. Inthe MaxWell®Plus,preliminary treatment is provided through collectionandseparationindeeplarge-volumesettlingchambers.Thestandard MaxWellPlusSystemhasover2,500gallonsofcapacitytocontainsedimentand debriscarriedbyincomingwater.Floatingtrash,paper,pavementoil,etc.are effectivelystoppedbythe PureFlo®DebrisShieldsineachchamber.Theseshield- ingdevicesareequippedwithaneffectivescreentofiltersuspendedmaterialand areventedtopreventsiphoningoffloatingsurfacedebrisasthesystemdrains. EFFECTIVEPROCESSING Incomingwaterfromthesurfacegratedinletsorconnectingpipesisreceived in the Primary Settling Chamber where silt and other heavy particles settle to thebottom.APureFloDebrisShieldensurescontainmentbytrappingfloating debrisandpavementoil.Thepre-treatedflowisthenregulatedtoadesignrate ofupto0.25cfsanddirectedtoaSecondarySettlingChamber.Thesettlingand containment process is repeated, thereby effectively achieving controlled, uniformtreatment.ThesystemisdrainedaswaterrisesunderthePureFloDebris Shieldandspillsintothetopoftheoverflowpipe.Thedrainageassemblyreturns thecleanedwaterintothesurroundingsoilthroughtheFloFast®DrainageScreen. ABSORBENTTECHNOLOGY BothMaxWellPlussettlingchambersareequippedwithabsorbentspongesto providepromptremovalofpavementoils.Thesefloatingpillow-likedevicesare 100%waterrepellentandliterallywickpetrochemicalcompoundsfromthewater. Each sponge has a capacity of up to 128 ounces to accommodate effective, long-termtreatment.Theabsorbentiscompletelyinertandwillsafelyremove runoffconstituentsdowntorainbowsheensthataretypicallynomorethanone moleculethick. SECURITYFEATURES MaxWellPlusSystemsincludebolted,theft-deterrent,castirongratingsand covers as standard security features. Special inset castings which are resistant tolooseningfromaccidentalimpactareavailableforuseinlandscaped applica- tions. Machined mating surfaces and “Storm Water Only” wording are standard. ManufacturedandInstalledExclusivelybyTorrentResourcesIncorporated Pleaseseereversesideforadditionalinformation U.S.PatentNo.4,923,330 ® INDUSTRYSERVICES Site Drainage Systems Stormwater Drywells French Drains Piping Drainage Appurtenances Pump Systems Technical Analysis Design Review Percolation Testing Geologic Database ADEQ Drywell Registration Recharge Systems Municipal/Private Recharge Wells Injection Wells & Galleries Environmental Applications Pattern Drilling/Soil Remediation Drainage Rehabilitation Drywell Abandonments OSHA HAZMAT-Certified Drainage Renovation Problem Assessment Site Redesign/Modification System Retrofit Drainage Maintenance Preventive Maintenance Service Contracts Drywell Cleaning TORRENTRESOURCESINCORPORATED 1509 East Elwood Street Phoenix Arizona 85040~1391 phone 602~268~0785 fax 602~268~0820 Nevada 702~366~1234 AZ Lic.ROC070465 A, ROC047067 B-4; ADWR 363 CA Lic.528080 A, C-42, HAZ NV Lic.0035350 A NM Lic.90504 GF04 Thewatermarkfordrainagesolutions.® THEMAXWELLFIVE-YEARWARRANTY Innovative engineering, quality materials and exacting construction are standard with every MaxWell System designed,manufactured and installed by Torrent ResourcesIncorporated. TheMaxWell Drainage SystemsWarrantyisthebest in the industry and guarantees against failures due to workmanship or materials for a period of five years fromdateofcompletion. 1/12 MaxWell®Plus DRAINAGE SYSTEM Product Information and Design Features TORRENTRESOURCES(CA)INCORPORATED phone 661~947~9836 CA Lic.886759 A, C-42 www.TorrentResources.com AnevolutionofMcGuckinDrilling 114188b:0084318b2 1/11/12 1:25 PM Page 1 PRIMARYSETTLINGCHAMBERDEPTH TheoveralldepthofthePrimarySettlingChamberisdeterminedbytheamount ofsurfaceareabeingdrained.Useastandarddepthof 15feet fortheinitialacre ofcontributorydrainagearea,plus2feet foreachadditionalacre,uptothedesign limitsofthepropertytypenotedin“CalculatingMaxWellPlusRequirements” notedabove.Otherconditionsthatwouldrequireincreasedchamberdepthsare propertyusage,maintenancescheduling,andsevereorunusualserviceconditions. Connecting pipe depth may dictate deeper chambers so as to maintain the effectiveness of the settling process. Maximum chamber depth is 25 feet. Apumpandliftstationisrecommendedforsystemswithdeeperrequirements. ESTIMATEDTOTALDEPTH The Estimated Total Depth is the approximate total system depth required to achieve 10 continuous feet of penetration into permeable soils, based upon knownsoilinformation.Torrentutilizesspecialized “crowd”equippedrigstoget throughthedifficultcementedsoilandtoreachcleandrainagesoilsatdepths upto 180feet.Anextensivedrillinglogdatabaseisavailabletouseasareference. SETTLINGCHAMBERDEPTH On MaxWell Plus Systems of over 30 feet overall depth and up to 0.25cfs designrate,thestandardSettlingChamberDepthis 18feet.Maximumchamber depthis25feet. OVERFLOWHEIGHT The Overflow Height and Secondary Settling Chamber Depth determine the effectiveness of the settling process. The higher the overflow pipe, the deeper the chamber, the greater the settling capacity. An overflow height of13 feet is used with the standard settling chamber depth of 18 feet. DRAINAGEPIPE Thisdimensionalsoappliestothe PureFlo®DebrisShields,theFloFast®Drainage Screen,andfittings.Thesizeisbaseduponsystemdesignrates,multipleprimary settlingchambers,soil conditions, and need for adequate venting. Choices are 6",8",or 12" diameter. Refer to our company’s “Design Suggestions for Retention and Drainage Systems”for recommendationsonwhichsizebest matchesyourapplication. BOLTEDRING & GRATE/COVER Standardmodelsarequalitycastironandavailabletofit24"Øor30"Ømanhole openings.Allunitsareboltedintwolocationswithwording“StormWaterOnly” inraisedletters.For other surface treatments, please refer to “Design Suggestions for Retention and DrainageSystems.” INLETPIPEINVERT Pipesupto12"indiameterfromcatchbasins,undergroundstorage,etc.may beconnectedintotheprimarysettlingchamber.Largerpipediametersdictate theuseofmanholematerialfortheprimarysettingchamberwith48”grateson thecone.Invertsdeeperthan5feetwill require additional depth in both system settling chambers to maintain respectiveeffectivesettlingcapacities. INTAKE INLET HEIGHT TheIntakeInletHeightdeterminestheeffectivenessofthesettlingprocessin thePrimarySettlingChamber.Aminimuminletheightof 11feet isusedwith thestandardprimarysettlingchamberdepthof15feet.Greaterinletheights wouldberequiredwithincreasedsystemdemandsasnotedinPrimarySettling Chamber Depth. Freeboard Depth Varies with inlet pipe elevation. Increase primary/secondarysettlingchamberdepthsasneededtomaintainallinletpipe elevationsaboveconnectorpipeoverflow. CHAMBER SEPARATION Thestandardseparationbetweenchambersis10feetfromcentertocenter. Soilconditionsanddeeperinvertsmaydictaterequiredvariationsinchamberseparation. ' ' ' "Ø "Ø ' ' ' ' CALCULATING MAXWELL PLUS REQUIREMENTS: Thetypeofproperty,soilpermeability,rainfallintensityandlocaldrainageordinancesdeterminethenumberanddesignofMaxWell Systems.Forgeneralapplications drainingretainedstormwater,useonestandardMaxWell®Plus pertheinstructionsbelowforupto5acresoflandscapedcontributoryarea,andupto2acresofpaved surface.Todrainnuisancewaterflowsinstormrunoffsystems,addaremoteinlettothesystem.Forsmallerdrainageneeds,refertoour MaxWell®IV.Forindustrial drainage, our Envibro®System may be recommended. For additional considerations, please refer to “Design Suggestions For Retention And Drainage Systems” or consultourDesignStaff. COMPLETINGTHEMAXWELLPLUSDRAWING ToapplytheMaxWellPlusdrawingtoyourspecificproject,simplyfillintheblueboxesperthefollowinginstructions.Forassistance,pleaseconsultourDesignStaff. ThereferenceddrawingandspecificationsareavailableonCADeitherthroughouroffice or web site. This detail is copyrighted (2004) but may be used as is in construction plans without further release. For information onproductapplication,individual project specifications or site evaluation, contact our Design Staff for no-charge assistance inanyphaseofyourplanning. ITEM NUMBERS MAXWELL®PLUS DRAINAGESYSTEMDETAILANDSPECIFICATIONS 16. FabricSeal-U.V.ResistantGeotextile-Toberemovedbycustomer atprojectcompletion. 17. Absorbent–HydrophobicPetrochemicalSponge.Min128oz.capacity. 18. ConnectorPipe –4"ØSch.40PVC. 19. Anti-SiphonVentwithflowregulator. 20. IntakeScreen–Sch.40PVC0.120"modifiedslottedwellscreenwith32slotsperrow/ft. 48"overalllengthwithTRI-Cendcap. 21. Freeboard Depth Varies with inlet pipe elevation. Increase primary/secondary settling chamber depths as needed to maintain all inlet pipe elevations above connector pipe overflow. 22. OptionalInletPipe(byOthers). 23. MoistureMembrane–6mil.Plastic.Placesecurelyagainsteccentricconeandholesidewall. Usedinlieuofslurryinlandscapedareas. 24. Eight–(8)perforationsperfoot,2rowminimum. The MaxWell ®Plus Drainage System Detail And Specifications Manufactured and Installed byTORRENT RESOURCES An evolution of McGuckin Drilling www.torrentresources.com ARIZONA 602/268-0785NEVADA 702/366-1234 CALIFORNIA 661/947-9836 AZ Lic. ROC070465 A, ROC047067 B-4, ADWR 363CA Lic. 528080, C-42, HAZ. NV Lic. 0035350 A - NM Lic. 90504 GF04 ® 1. ManholeCone -Modifiedflatbottom. 2. StabilizedBackfill-1-SackSlurry. 3. BoltedRing&Grate/Cover-Diameterasshown.Cleancastironwithwording“StormWater Only”inraisedletters.Boltedin2locationsandsecuredtoconewithmortar.Rimelevation ±0.02' of plans. 4. GradedBasinorPaving (byOthers). 5. CompactedBaseMaterial (byOthers). 6. PureFlo®DebrisShield -Rolled16Ga.steelX24"lengthwithventedanti-siphonand internal.265"Max.SWOflattenedexpandedsteelscreenX12"length.Fusionbonded epoxycoated. 7. Pre-castLiner -4000PSIconcrete48"ID.X54"OD.Centerinholeandalignsections tomaximizebearingsurface. 8. Min.6'Ø DrilledShaft. 9. SupportBracket -Formed12Ga.steel.Fusionbondedepoxycoated. 10. OverflowPipe-Sch.40PVCmatedtodrainagepipeatbaseseal. 11. DrainagePipe -ADShighwaygradewithTRI-Acoupler.Suspendpipe duringbackfill operationstopreventbucklingorbreakage.Diameterasnoted. 12. BaseSeal-Geotextileorconcreteslurry. 13. Rock- Washed, sized between 3/8" and 1-1/2" tobest complement soil conditions. 14. FloFast®DrainageScreen-Sch.40PVC0.120"slottedwellscreenwith32slots perrow/ft.Diametervaries120"overalllengthwithTRI-Bcoupler. 15. Min.4'Ø Shaft-Drilledto maintainpermeability ofdrainagesoils. 114188b:0084318b2 1/11/12 1:25 PM Page 3 STORMWATER INLET FILTRATION FLOGARD®Catch Basin Insert Filter Catch basin insert designed to capture sediment, gross solids, trash and petroleum hydrocarbons from low (“first flush”) flows, even during the most extreme weather conditions Flat-Grated Inlet Circular Frame Inlet Combination Inlet Example Types, Sizes and Capacities: Additional sizes, including regional and custom options are available. FloGard Combination Inlet STANDARD DEPTH INLET ID Inside Dimension (inch x inch) GRADE OD Outside Dimension (inch x inch) TOTAL BYPASS CAPACITY (cu. ft. / sec.) SOLIDS STORAGE CAPACITY (cu. ft.) FILTERED FLOW (cu. ft. / sec.) SHALLOW DEPTH SOLIDS STORAGE CAPACITY (cu. ft.) FILTERED FLOW (cu. ft. / sec.) FGP-1633FGO 16 X 33 18 X 36 7.0 2.5 1.7 FGP-1633FGO8 1.4 1.1 FGP-1836FGO 18 X 36 18 X 40 6.9 2.3 1.6 FGP-1836FGO8 1.3 .9 FGP-2234FGO 22 X 34 24 X 36 8.1 3.6 2.1 FGP-2234FGO8 2.1 1.4 FGP-2436FGO 24 X 36 24 X 40 8.0 3.4 2.0 FGP-2436FGO8 1.95 1.15 STANDARD DEPTH INLET ID Inside Dimension (inch x inch) GRADE OD Outside Dimension (inch x inch) TOTAL BYPASS CAPACITY (cu. ft. / sec.) SOLIDS STORAGE CAPACITY (cu. ft.) FILTERED FLOW (cu. ft. / sec.) SHALLOW DEPTH SOLIDS STORAGE CAPACITY (cu. ft.) FILTERED FLOW (cu. ft. / sec.) FGP-12F 12 X 12 12 X 14 2.8 0.3 0.4 FGP-12F8 .15 .25 FGP-16F 16 X 16 16 X 19 4.7 0.8 0.7 FGP-16F8 .45 .4FGP-18F 18 X 18 18 X 20 4.7 0.8 0.7 FGP-18F8 .45 .4 FGP-1836F 18 X 36 18 X 40 6.9 2.3 1.6 FGP-1836F8 1.3 .9 FGP-21F 22 X 22 22 X 24 6.1 2.2 1.5 FGP-21F8 1.25 .85 FGP-24F 24 X 24 24 X 27 6.1 2.2 1.5 FGP-24F8 1.25 .85 FGP-2436F 24 X 36 24 X 40 8.0 3.4 2.0 FGP-2436F8 1.95 1.15 FGP-2448F 24 X 48 24 X 48 9.3 4.4 2.4 FGP-2448F8 2.5 1.35 FGP-32F-TN 28 X 28 32 X 32 6.3 2.2 1.5 FGP-32F8-TN 1.25 .85 FGP-30F 30 X 30 30 X 34 8.1 3.6 2.0 FGP-30F8 2.05 1.15 FGP-36F 36 X 36 36 X 40 9.1 4.6 2.4 FGP-36F8 2.65 1.35 FGP-3648F 36 X 48 40 X 48 11.5 6.8 3.2 FGP-3648F8 3.9 1.85 FGP-48F 48 X 48 48 X 54 13.2 9.5 3.9 FGP-48F8 5.45 2.25 FGP-1633F 16 X 34 18 X 36 6.9 2.3 1.6 FGP-1633F8 1.3 .9 FGP-2234F 22 X 34 24 X 36 8.0 3.4 2.0 FGP-2234F8 1.95 1.15 FloGard Flat Grated Inlet SPECIFIER CHARTSTANDARD & SHALLOW DEPTH (Data in these columns is the same for both STANDARD & SHALLOW versions) STANDARD DEPTH -20 Inches- SHALLOW DEPTH -12 Inches-MODEL NO.MODEL NO. STANDARD DEPTH -20 Inches- SHALLOW DEPTH -12 Inches- SPECIFIER CHARTSTANDARD & SHALLOW DEPTH (Data in these columns is the same for both STANDARD & SHALLOW versions)MODEL NO.MODEL NO. MODEL NUMBER INLET ID (inches) GRADE OD (inches) SOLIDS STORAGE CAPACITY (CU FT) FILTERED FLOW (CSF) TOTAL BYPASS CAPACITY (CFS) FGP-RF15F 15 18 0.3 0.4 2.8 FGP-RF18F 18 20 0.8 0.7 4.7 FGP-RF20F 20 23 0.8 0.7 4.7 FGP-RF21F 21 23.5 0.8 0.7 4.7 FGP-RF22F 22 24 0.8 0.7 4.7 FGP-RF24F 24 26 0.8 0.7 4.7 FGP-RF30F 30 32 2.2 1.5 6.1 FGP-RF36F 36 39 3.6 2.0 8.1 FloGard Circular Grated Inlet SPECIFIER CHART ❖ APPENDICES ❖ APPENDIX B PRELIMINARY DRAINAGE REPORT PRELIMINARY DRAINAGE STUDY For: NWC San Bernardino Ave. & Sierra Ave. APN: 0193-251-40, 0193-251-39, 0193-251-37, 0193-242-35 Prepared by: Blue Peak Engineering, Inc. 18543 Yorba Linda Blvd., #235 Yorba Linda, CA 92886 (971)343-3003 Date: 01/20/2020 This study was prepared under my responsible charge: 01/20/2020 Kimberly Johnson, P.E. 81979 Date Preliminary Drainage Study NWC San Bernardino Ave. and Sierra Ave-Fontana January 20, 2020 Section I Project Description INTRODUCTION This report has been prepared to analyze the hydrological effects of the proposed commercial development at the northwest corner of San Bernardino Avenue and Sierra Avenue. IMPROVEMENTS The existing site is currently developed, however, vacant. The proposed project will redevelop the entire 7.0 acres with one major building, three pad buildings with drive-thrus, asphalt parking lots, and landscape. DRAINAGE PATTERNS Existing: Most of the existing site sheet flows from the northeast to the southwest corner of the site and discharges out a parkway drain onto San Bernardino Avenue. The recently constructed Dunkin Donuts parcel (A-3/1.03 acres) sheet flows to grated inlets and discharges into an underground infiltration system. The high-flow currently bubbles up and out of the underground infiltration system into a parkway drain that discharges into Sierra Ave. However, as previously coordinated with the Owner’s and City of Fontana, with the development of the overall site the project will connect to the existing storm drain stub downstream of the Dunkin Donuts underground infiltration system and convey the high-flow from their site across the overall development, to discharge out to San Bernardino Ave. San Bernardino Ave. street flows to the west which ultimately discharges into the San Sevaine Channel. There is no existing storm drain in Sierra Avenue or San Bernardino Ave. adjacent to the project site. The nearest existing storm drain main is located at the intersection of San Bernardino Ave. and Sierra Ave., which based on as-builts collects street flow via catch basins and piped to the south which are believed to daylight out into Sierra Ave. The existing site has run-on from the north property. Please see subsection below for further explanation. Proposed: The proposed development will ultimately match the existing drainage pattern, such that the northeast runoff discharges to the southwest and into San Bernardino Ave. However, as part of the Water Quality Management Plan, underground infiltration systems as well as drywells are being implemented at the south and southwest corner of the property. Proposed inlets are placed throughout the site to collect the sheet flow from the development and discharge directly into the underground infiltration system and drywells. The overflow will bubble out and into the Preliminary Drainage Study NWC San Bernardino Ave. and Sierra Ave-Fontana January 20, 2020 provided parkway drains, or out the trench drain at the drive entrance, and discharge into San Bernardino Ave. RUN-ON The existing site accepts run-on from the north development in the amount of 4.18 cfs from 1.67 acres. Currently, the run-on is collected via a v-gutter on the north property and continues across our development to the south, and discharges out a parkway drain into San Bernardino Ave. The existing v-gutter additionally accepts run-off from our existing development. The proposed development will maintain the overall design such that a proposed u-gutter will be installed along the north and west property line that collects the run-on upstream of our site and discharges it out via parkway drain on San Bernardino Ave. The proposed u-gutter however will not accept any runoff from our proposed development therefore no run-on and run-off will comingle on the site. HYDROMODIFICATION Per the Water Quality Management Plan and County Facility Mapping Tool, the site is susceptible to hydromodifications and is being addressed per given requirements in the WQMP Report. Preliminary Drainage Study NWC San Bernardino Ave. and Sierra Ave-Fontana January 20, 2020 Section II Methodology RUNOFF DETERMINATION METHODS The two primary methods used in the San Bernardino County area to determine design discharges are the Rational Method and the Unit Hydrograph method. The Rational method is generally intended for use on small watersheds of less than 640-acres while the Synthetic Unit Hydrograph method is intended for use on watersheds in excess of these limits. For the purposes of this report, we will be using the Rational Method for the 100-year storm event. Using the San Bernardino County Hydrology Manual and HydroCAD computer analysis program, the existing and proposed runoff for the project was calculated for the 100-Year Storm Event. The runoff calculations are shown in the following tables. Soil Group A – see appendix for Soil Hydrologic Groups map Preliminary Drainage Study NWC San Bernardino Ave. and Sierra Ave-Fontana January 20, 2020 Section III Hydrology Calculations 100-Year Analysis: Existing Conditions: Area ID Area C Tc Q Discharge Point Acres Min CFS A-1 7.40 0.91 5.00 18.74 DP-1 (San Bernardino Ave.) A-1a 1.67 X X 4.18 A-1b 5.73 X X 14.56 A-2 1.00 0.90 5.00 2.50 DP-2 (Sierra Ave.) A-3 1.08 0.90 5.00 2.70 DP-2 (Sierra Ave.) A-4 1.42 0.90 7.70 3.56 DP-1 (San Bernardino Ave.) A-5 0.14 0.91 5.00 0.35 DP-2 (Sierra Ave.) Proposed Conditions: Area ID Area C Tc Q Discharge Point Acres Min CFS B-1A 1.67 0.9 19.7 4.18 DP-1 (San Bernardino Ave.) B-2 1 0.9 5.00 2.50 DP-2 (Sierra Ave.) B-3 1.08 0.9 5.00 2.71 DP-1 (San Bernardino Ave.) B-4 1.08 0.86 5.00 2.57 DP-1 (San Bernardino Ave.) B-5 1.07 0.86 5.00 2.56 DP-1 (San Bernardino Ave.) B-6 0.67 0.86 7.10 1.60 DP-1 (San Bernardino Ave.) B-7 0.12 0.86 5.00 0.29 DP-1 (San Bernardino Ave.) B-8 1.56 0.86 5.00 3.73 DP-1 (San Bernardino Ave.) B-9 1.37 0.86 12.50 3.28 DP-1 (San Bernardino Ave.) B-10 0.43 0.86 5.00 1.03 DP-1 (San Bernardino Ave.) Preliminary Drainage Study NWC San Bernardino Ave. and Sierra Ave-Fontana January 20, 2020 Section IV Hydraulics Section Run-on U-Gutter: The hydraulics of the proposed u-gutter that collects and conveys the upstream run-on only was analyzed using the FHWA Hydraulic Toolbox. Below is a summary of the results. The original calculations can be found in the appendices. Input Parameters: Channel Type: Rectangular Channel Width = 2.0’ Channel Slope= 0.005 ft/ft (minimum slope) Manning’s= 0.0130 Flow = 4.18 cfs Given the input parameters above, the depth of flow within the 2’ wide U-Gutter channel is 0.53 feet. The designed U-Gutter depth, per detail provided on the preliminary grading plans, will maintain a minimum depth 7” or 0.58’. In conclusion the 2’ wide U-Gutter can collect the upstream run-on in it’s entirety. Preliminary Drainage Study NWC San Bernardino Ave. and Sierra Ave-Fontana January 20, 2020 Section V Conclusion In conclusion, the overall post-development 100-year flow rate is less than the predevelopment 100-year flow rate, no mitigation is required and the project is exempt from Hydro-modification requirements. There are two discharge points from the site, Sierra Ave and San Bernardino Ave. Since the project is able to maintain a runoff less than that of the pre-developed conditions, no adverse effects will occur to the downstream conveyance systems. See summary table below. Existing Condition: Discharge Point Total Flows CFS DP-1 (San Bernardino Ave.) 22.3 DP-2 (Sierra Ave.) 5.56 Proposed Condition: Discharge Point Total Flows CFS DP-1 (San Bernardino Ave.) 21.95 DP-2 (Sierra Ave.) 2.5 In addition, BMPs will be installed that satisfy the City’s water equality requirements, which will reduce the post-developed flow rates further as well as significantly reducing the pollutants generated from the project. Preliminary Drainage Study NWC San Bernardino Ave. and Sierra Ave-Fontana January 20, 2020 Appendix 1S A-1 6S A-2 8S A-3 9S A-4 10S A-5 Routing Diagram for 0768-Pre Hyd Prepared by {enter your company name here}, Printed 12/13/2019 HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link 0768-Pre Hyd Printed 12/13/2019Prepared by {enter your company name here} Page 2HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) C Description (subcatchment-numbers) 1.000 0.90 Fully Developed (90% Imp) (6S) 2.500 0.90 Fully Developed (90%Imp) (8S, 9S) 0.140 0.91 Fully Developed (90%Imp) (10S) 7.400 0.91 Fully Developed-Weighted (90%Imp) (1S) 11.040 0.91 TOTAL AREA San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Pre Hyd Printed 12/13/2019Prepared by {enter your company name here} Page 3HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points Runoff by Rational method, Rise/Fall=1.0/1.0 xTc Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=7.400 ac 0.00% Impervious Runoff Depth=0.84"Subcatchment 1S: A-1 Flow Length=1,432' Slope=0.0108 '/' Tc=19.7 min C=0.91 Runoff=18.74 cfs 0.516 af Runoff Area=1.000 ac 0.00% Impervious Runoff Depth=0.83"Subcatchment 6S: A-2 Flow Length=322' Slope=0.0108 '/' Tc=5.0 min C=0.90 Runoff=2.50 cfs 0.069 af Runoff Area=1.080 ac 0.00% Impervious Runoff Depth=0.83"Subcatchment 8S: A-3 Flow Length=174' Slope=0.1200 '/' Tc=5.0 min C=0.90 Runoff=2.71 cfs 0.074 af Runoff Area=1.420 ac 0.00% Impervious Runoff Depth=0.83"Subcatchment 9S: A-4 Flow Length=625' Slope=0.0144 '/' Tc=7.7 min C=0.90 Runoff=3.56 cfs 0.098 af Runoff Area=0.140 ac 0.00% Impervious Runoff Depth=0.85"Subcatchment 10S: A-5 Tc=0.0 min C=0.91 Runoff=0.35 cfs 0.010 af Total Runoff Area = 11.040 ac Runoff Volume = 0.768 af Average Runoff Depth = 0.83" 100.00% Pervious = 11.040 ac 0.00% Impervious = 0.000 ac San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Pre Hyd Printed 12/13/2019Prepared by {enter your company name here} Page 4HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: A-1 Runoff = 18.74 cfs @ 0.33 hrs, Volume= 0.516 af, Depth= 0.84" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Area (ac) C Description 7.400 0.91 Fully Developed-Weighted (90%Imp) 7.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 300 0.0108 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 4.1 300 0.0108 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 4.1 300 0.0108 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 4.1 300 0.0108 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 3.3 232 0.0108 1.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 19.7 1,432 Total Subcatchment 1S: A-1 Runoff Hydrograph Time (hours) 3210 Fl o w ( c f s ) 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Runoff Area=7.400 ac Runoff Volume=0.516 af Runoff Depth=0.84" Flow Length=1,432' Slope=0.0108 '/' Tc=19.7 min C=0.91 18.74 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Pre Hyd Printed 12/13/2019Prepared by {enter your company name here} Page 5HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: A-2 Runoff = 2.50 cfs @ 0.09 hrs, Volume= 0.069 af, Depth= 0.83" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Area (ac) C Description 1.000 0.90 Fully Developed (90% Imp) 1.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 300 0.0108 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 0.5 22 0.0108 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 4.6 322 Total, Increased to minimum Tc = 5.0 min Subcatchment 6S: A-2 Runoff Hydrograph Time (hours) 3210 Fl o w ( c f s ) 2 1 0 San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Runoff Area=1.000 ac Runoff Volume=0.069 af Runoff Depth=0.83" Flow Length=322' Slope=0.0108 '/' Tc=5.0 min C=0.90 2.50 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Pre Hyd Printed 12/13/2019Prepared by {enter your company name here} Page 6HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: A-3 Runoff = 2.71 cfs @ 0.09 hrs, Volume= 0.074 af, Depth= 0.83" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Area (ac) C Description 1.080 0.90 Fully Developed (90%Imp) 1.080 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 174 0.1200 2.88 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 1.0 174 Total, Increased to minimum Tc = 5.0 min Subcatchment 8S: A-3 Runoff Hydrograph Time (hours) 3210 Fl o w ( c f s ) 3 2 1 0 San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Runoff Area=1.080 ac Runoff Volume=0.074 af Runoff Depth=0.83" Flow Length=174' Slope=0.1200 '/' Tc=5.0 min C=0.90 2.71 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Pre Hyd Printed 12/13/2019Prepared by {enter your company name here} Page 7HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: A-4 Runoff = 3.56 cfs @ 0.13 hrs, Volume= 0.098 af, Depth= 0.83" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Area (ac) C Description 1.420 0.90 Fully Developed (90%Imp) 1.420 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 300 0.0144 1.38 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 3.6 300 0.0144 1.38 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 0.5 25 0.0144 0.84 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 7.7 625 Total Subcatchment 9S: A-4 Runoff Hydrograph Time (hours) 3210 Fl o w ( c f s ) 3 2 1 0 San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Runoff Area=1.420 ac Runoff Volume=0.098 af Runoff Depth=0.83" Flow Length=625' Slope=0.0144 '/' Tc=7.7 min C=0.90 3.56 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Pre Hyd Printed 12/13/2019Prepared by {enter your company name here} Page 8HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: A-5 Runoff = 0.35 cfs @ 0.00 hrs, Volume= 0.010 af, Depth= 0.85" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Area (ac) C Description 0.140 0.91 Fully Developed (90%Imp) 0.140 100.00% Pervious Area Subcatchment 10S: A-5 Runoff Hydrograph Time (hours) 3210 Fl o w ( c f s ) 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Runoff Area=0.140 ac Runoff Volume=0.010 af Runoff Depth=0.85" Tc=0.0 min C=0.91 0.35 cfs 1S B-1a 6S B-2 8S B-3 9S B-4 10S B-5 12S B-6 13S B-7 14S B-815S B-9 16S B-10 18PCB B-4A 19P MH-1 22P DETENTION UNIT 23P CB B-5A 24PCB B-6A 25PCB B-7A 26P CB B-8A 27P CB B-10A Routing Diagram for 0768-Post Hyd Prepared by {enter your company name here}, Printed 1/20/2020 HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link 0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 2HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) C Description (subcatchment-numbers) 6.300 0.86 Fully Developed (78%Imp) (9S, 10S, 12S, 13S, 14S, 15S, 16S) 3.750 0.90 Fully Developed (90%Imp) (1S, 6S, 8S) 10.050 0.87 TOTAL AREA 0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 3HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.000 HSG D 10.050 Other 1S, 6S, 8S, 9S, 10S, 12S, 13S, 14S, 15S, 16S 10.050 TOTAL AREA 0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 4HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.000 6.300 6.300 Fully Developed (78%Imp) 9S, 10S, 12S, 13S, 14S, 15S, 16S 0.000 0.000 0.000 0.000 3.750 3.750 Fully Developed (90%Imp) 1S, 6S, 8S 0.000 0.000 0.000 0.000 10.050 10.050 TOTAL AREA San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 5HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points Runoff by Rational method, Rise/Fall=1.0/1.0 xTc Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1.670 ac 0.00% Impervious Runoff Depth=0.83"Subcatchment 1S: B-1a Flow Length=1,432' Slope=0.0108 '/' Tc=19.7 min C=0.90 Runoff=4.18 cfs 0.115 af Runoff Area=1.000 ac 0.00% Impervious Runoff Depth=0.83"Subcatchment 6S: B-2 Flow Length=322' Slope=0.0108 '/' Tc=5.0 min C=0.90 Runoff=2.50 cfs 0.069 af Runoff Area=1.080 ac 0.00% Impervious Runoff Depth=0.83"Subcatchment 8S: B-3 Flow Length=174' Slope=0.1200 '/' Tc=5.0 min C=0.90 Runoff=2.71 cfs 0.074 af Runoff Area=1.080 ac 0.00% Impervious Runoff Depth=0.79"Subcatchment 9S: B-4 Flow Length=337' Slope=0.0200 '/' Tc=5.0 min C=0.86 Runoff=2.58 cfs 0.071 af Runoff Area=1.070 ac 0.00% Impervious Runoff Depth=0.79"Subcatchment 10S: B-5 Flow Length=300' Slope=0.0130 '/' Tc=5.0 min C=0.86 Runoff=2.56 cfs 0.071 af Runoff Area=0.670 ac 0.00% Impervious Runoff Depth=0.79"Subcatchment 12S: B-6 Flow Length=535' Slope=0.0120 '/' Tc=7.1 min C=0.86 Runoff=1.60 cfs 0.044 af Runoff Area=0.120 ac 0.00% Impervious Runoff Depth=0.79"Subcatchment 13S: B-7 Flow Length=160' Slope=0.0240 '/' Tc=5.0 min C=0.86 Runoff=0.29 cfs 0.008 af Runoff Area=1.560 ac 0.00% Impervious Runoff Depth=0.79"Subcatchment 14S: B-8 Flow Length=347' Slope=0.0200 '/' Tc=5.0 min C=0.86 Runoff=3.73 cfs 0.103 af Runoff Area=1.370 ac 0.00% Impervious Runoff Depth=0.79"Subcatchment 15S: B-9 Flow Length=950' Tc=12.5 min C=0.86 Runoff=3.28 cfs 0.090 af Runoff Area=0.430 ac 0.00% Impervious Runoff Depth=0.79"Subcatchment 16S: B-10 Flow Length=250' Slope=0.0120 '/' Tc=5.0 min C=0.86 Runoff=1.03 cfs 0.028 af Peak Elev=1,166.21' Inflow=2.58 cfs 0.071 afPond 18P: B-4A Outflow=2.58 cfs 0.071 af Inflow=5.29 cfs 0.146 afPond 19P: MH-1 Primary=5.29 cfs 0.146 af Inflow=14.50 cfs 0.399 afPond 22P: DETENTION UNIT Primary=14.50 cfs 0.399 af Peak Elev=1,161.58' Inflow=2.56 cfs 0.071 afPond 23P: B-5A Outflow=2.56 cfs 0.071 af Peak Elev=115.50' Inflow=1.60 cfs 0.044 afPond 24P: B-6A Outflow=1.60 cfs 0.044 af Peak Elev=1,155.57' Inflow=0.29 cfs 0.008 afPond 25P: B-7A Outflow=0.29 cfs 0.008 af San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 6HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Peak Elev=1,160.02' Inflow=3.73 cfs 0.103 afPond 26P: B-8A Outflow=3.73 cfs 0.103 af Peak Elev=1,155.68' Inflow=1.03 cfs 0.028 afPond 27P: B-10A Outflow=1.03 cfs 0.028 af Total Runoff Area = 10.050 ac Runoff Volume = 0.674 af Average Runoff Depth = 0.80" 100.00% Pervious = 10.050 ac 0.00% Impervious = 0.000 ac San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 7HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: B-1a Runoff = 4.18 cfs @ 0.33 hrs, Volume= 0.115 af, Depth= 0.83" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Area (ac) C Description 1.670 0.90 Fully Developed (90%Imp) 1.670 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 300 0.0108 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 4.1 300 0.0108 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 4.1 300 0.0108 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 4.1 300 0.0108 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 3.3 232 0.0108 1.17 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 19.7 1,432 Total Subcatchment 1S: B-1a Runoff Hydrograph Time (hours) 3210 Fl o w ( c f s ) 4 3 2 1 0 San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Runoff Area=1.670 ac Runoff Volume=0.115 af Runoff Depth=0.83" Flow Length=1,432' Slope=0.0108 '/' Tc=19.7 min C=0.90 4.18 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 8HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: B-2 Runoff = 2.50 cfs @ 0.09 hrs, Volume= 0.069 af, Depth= 0.83" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Area (ac) C Description 1.000 0.90 Fully Developed (90%Imp) 1.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 300 0.0108 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 0.5 22 0.0108 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 4.6 322 Total, Increased to minimum Tc = 5.0 min Subcatchment 6S: B-2 Runoff Hydrograph Time (hours) 3210 Fl o w ( c f s ) 2 1 0 San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Runoff Area=1.000 ac Runoff Volume=0.069 af Runoff Depth=0.83" Flow Length=322' Slope=0.0108 '/' Tc=5.0 min C=0.90 2.50 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 9HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: B-3 Runoff = 2.71 cfs @ 0.09 hrs, Volume= 0.074 af, Depth= 0.83" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Area (ac) C Description 1.080 0.90 Fully Developed (90%Imp) 1.080 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 174 0.1200 2.88 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 1.0 174 Total, Increased to minimum Tc = 5.0 min Subcatchment 8S: B-3 Runoff Hydrograph Time (hours) 3210 Fl o w ( c f s ) 3 2 1 0 San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Runoff Area=1.080 ac Runoff Volume=0.074 af Runoff Depth=0.83" Flow Length=174' Slope=0.1200 '/' Tc=5.0 min C=0.90 2.71 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 10HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: B-4 Runoff = 2.58 cfs @ 0.09 hrs, Volume= 0.071 af, Depth= 0.79" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Area (ac) C Description 1.080 0.86 Fully Developed (78%Imp) 1.080 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 300 0.0200 1.57 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 0.6 37 0.0200 1.03 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 3.8 337 Total, Increased to minimum Tc = 5.0 min Subcatchment 9S: B-4 Runoff Hydrograph Time (hours) 3210 Fl o w ( c f s ) 2 1 0 San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Runoff Area=1.080 ac Runoff Volume=0.071 af Runoff Depth=0.79" Flow Length=337' Slope=0.0200 '/' Tc=5.0 min C=0.86 2.58 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 11HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: B-5 Runoff = 2.56 cfs @ 0.09 hrs, Volume= 0.071 af, Depth= 0.79" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Area (ac) C Description 1.070 0.86 Fully Developed (78%Imp) 1.070 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 300 0.0130 1.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 3.8 300 Total, Increased to minimum Tc = 5.0 min Subcatchment 10S: B-5 Runoff Hydrograph Time (hours) 3210 Fl o w ( c f s ) 2 1 0 San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Runoff Area=1.070 ac Runoff Volume=0.071 af Runoff Depth=0.79" Flow Length=300' Slope=0.0130 '/' Tc=5.0 min C=0.86 2.56 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 12HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: B-6 Runoff = 1.60 cfs @ 0.12 hrs, Volume= 0.044 af, Depth= 0.79" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Area (ac) C Description 0.670 0.86 Fully Developed (78%Imp) 0.670 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.9 300 0.0120 1.28 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 3.2 235 0.0120 1.22 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 7.1 535 Total Subcatchment 12S: B-6 Runoff Hydrograph Time (hours) 3210 Fl o w ( c f s ) 1 0 San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Runoff Area=0.670 ac Runoff Volume=0.044 af Runoff Depth=0.79" Flow Length=535' Slope=0.0120 '/' Tc=7.1 min C=0.86 1.60 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 13HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: B-7 Runoff = 0.29 cfs @ 0.09 hrs, Volume= 0.008 af, Depth= 0.79" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Area (ac) C Description 0.120 0.86 Fully Developed (78%Imp) 0.120 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 160 0.0240 1.49 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 1.8 160 Total, Increased to minimum Tc = 5.0 min Subcatchment 13S: B-7 Runoff Hydrograph Time (hours) 3210 Fl o w ( c f s ) 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Runoff Area=0.120 ac Runoff Volume=0.008 af Runoff Depth=0.79" Flow Length=160' Slope=0.0240 '/' Tc=5.0 min C=0.86 0.29 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 14HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: B-8 Runoff = 3.73 cfs @ 0.09 hrs, Volume= 0.103 af, Depth= 0.79" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Area (ac) C Description 1.560 0.86 Fully Developed (78%Imp) 1.560 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 300 0.0200 1.57 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 0.7 47 0.0200 1.08 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 3.9 347 Total, Increased to minimum Tc = 5.0 min Subcatchment 14S: B-8 Runoff Hydrograph Time (hours) 3210 Fl o w ( c f s ) 4 3 2 1 0 San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Runoff Area=1.560 ac Runoff Volume=0.103 af Runoff Depth=0.79" Flow Length=347' Slope=0.0200 '/' Tc=5.0 min C=0.86 3.73 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 15HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: B-9 Runoff = 3.28 cfs @ 0.21 hrs, Volume= 0.090 af, Depth= 0.79" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Area (ac) C Description 1.370 0.86 Fully Developed (78%Imp) 1.370 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 300 0.0130 1.32 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 3.9 300 0.0123 1.29 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 3.9 300 0.0123 1.29 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 0.9 50 0.0123 0.90 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 12.5 950 Total Subcatchment 15S: B-9 Runoff Hydrograph Time (hours) 3210 Fl o w ( c f s ) 3 2 1 0 San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Runoff Area=1.370 ac Runoff Volume=0.090 af Runoff Depth=0.79" Flow Length=950' Tc=12.5 min C=0.86 3.28 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 16HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: B-10 Runoff = 1.03 cfs @ 0.09 hrs, Volume= 0.028 af, Depth= 0.79" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Area (ac) C Description 0.430 0.86 Fully Developed (78%Imp) 0.430 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.4 250 0.0120 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.69" 3.4 250 Total, Increased to minimum Tc = 5.0 min Subcatchment 16S: B-10 Runoff Hydrograph Time (hours) 3210 Fl o w ( c f s ) 1 0 San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr Runoff Area=0.430 ac Runoff Volume=0.028 af Runoff Depth=0.79" Flow Length=250' Slope=0.0120 '/' Tc=5.0 min C=0.86 1.03 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 17HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Pond 18P: B-4A [57] Hint: Peaked at 1,166.21' (Flood elevation advised) Inflow Area = 1.080 ac, 0.00% Impervious, Inflow Depth = 0.79" for 100-Year event Inflow = 2.58 cfs @ 0.09 hrs, Volume= 0.071 af Outflow = 2.58 cfs @ 0.09 hrs, Volume= 0.071 af, Atten= 0%, Lag= 0.0 min Primary = 2.58 cfs @ 0.09 hrs, Volume= 0.071 af Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Peak Elev= 1,166.21' @ 0.09 hrs Device Routing Invert Outlet Devices #1 Primary 1,165.83'42.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.58 cfs @ 0.09 hrs HW=1,166.21' (Free Discharge) 1=Orifice/Grate (Orifice Controls 2.58 cfs @ 1.97 fps) Pond 18P: B-4A Inflow Primary Hydrograph Time (hours) 3210 Fl o w ( c f s ) 2 1 0 Inflow Area=1.080 ac Peak Elev=1,166.21' 2.58 cfs 2.58 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 18HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Pond 19P: MH-1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.160 ac, 0.00% Impervious, Inflow Depth = 0.81" for 100-Year event Inflow = 5.29 cfs @ 0.09 hrs, Volume= 0.146 af Primary = 5.29 cfs @ 0.09 hrs, Volume= 0.146 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Pond 19P: MH-1 Inflow Primary Hydrograph Time (hours) 3210 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=2.160 ac 5.29 cfs 5.29 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 19HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Pond 22P: DETENTION UNIT [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 6.010 ac, 0.00% Impervious, Inflow Depth = 0.80" for 100-Year event Inflow = 14.50 cfs @ 0.13 hrs, Volume= 0.399 af Primary = 14.50 cfs @ 0.13 hrs, Volume= 0.399 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Pond 22P: DETENTION UNIT Inflow Primary Hydrograph Time (hours) 3210 Fl o w ( c f s ) 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.010 ac 14.50 cfs 14.50 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 20HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Pond 23P: B-5A [57] Hint: Peaked at 1,161.58' (Flood elevation advised) Inflow Area = 1.070 ac, 0.00% Impervious, Inflow Depth = 0.79" for 100-Year event Inflow = 2.56 cfs @ 0.09 hrs, Volume= 0.071 af Outflow = 2.56 cfs @ 0.11 hrs, Volume= 0.071 af, Atten= 0%, Lag= 1.2 min Primary = 2.56 cfs @ 0.11 hrs, Volume= 0.071 af Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Peak Elev= 1,161.58' @ 0.09 hrs Device Routing Invert Outlet Devices #1 Primary 1,161.21'42.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.56 cfs @ 0.11 hrs HW=1,161.58' (Free Discharge) 1=Orifice/Grate (Orifice Controls 2.56 cfs @ 1.96 fps) Pond 23P: B-5A Inflow Primary Hydrograph Time (hours) 3210 Fl o w ( c f s ) 2 1 0 Inflow Area=1.070 ac Peak Elev=1,161.58' 2.56 cfs 2.56 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 21HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Pond 24P: B-6A [57] Hint: Peaked at 115.50' (Flood elevation advised) Inflow Area = 0.670 ac, 0.00% Impervious, Inflow Depth = 0.79" for 100-Year event Inflow = 1.60 cfs @ 0.12 hrs, Volume= 0.044 af Outflow = 1.60 cfs @ 0.12 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Primary = 1.60 cfs @ 0.12 hrs, Volume= 0.044 af Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Peak Elev= 115.50' @ 0.12 hrs Device Routing Invert Outlet Devices #1 Primary 115.23'42.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.60 cfs @ 0.12 hrs HW=115.50' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.60 cfs @ 1.68 fps) Pond 24P: B-6A Inflow Primary Hydrograph Time (hours) 3210 Fl o w ( c f s ) 1 0 Inflow Area=0.670 ac Peak Elev=115.50' 1.60 cfs 1.60 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 22HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Pond 25P: B-7A [57] Hint: Peaked at 1,155.57' (Flood elevation advised) Inflow Area = 0.120 ac, 0.00% Impervious, Inflow Depth = 0.79" for 100-Year event Inflow = 0.29 cfs @ 0.09 hrs, Volume= 0.008 af Outflow = 0.29 cfs @ 0.10 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.6 min Primary = 0.29 cfs @ 0.10 hrs, Volume= 0.008 af Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Peak Elev= 1,155.57' @ 0.09 hrs Device Routing Invert Outlet Devices #1 Primary 1,155.48'42.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.29 cfs @ 0.10 hrs HW=1,155.57' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.29 cfs @ 0.95 fps) Pond 25P: B-7A Inflow Primary Hydrograph Time (hours) 3210 Fl o w ( c f s ) 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.120 ac Peak Elev=1,155.57' 0.29 cfs 0.29 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 23HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Pond 26P: B-8A [57] Hint: Peaked at 1,160.02' (Flood elevation advised) Inflow Area = 1.560 ac, 0.00% Impervious, Inflow Depth = 0.79" for 100-Year event Inflow = 3.73 cfs @ 0.09 hrs, Volume= 0.103 af Outflow = 3.73 cfs @ 0.09 hrs, Volume= 0.103 af, Atten= 0%, Lag= 0.0 min Primary = 3.73 cfs @ 0.09 hrs, Volume= 0.103 af Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Peak Elev= 1,160.02' @ 0.09 hrs Device Routing Invert Outlet Devices #1 Primary 1,159.54'42.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=3.73 cfs @ 0.09 hrs HW=1,160.02' (Free Discharge) 1=Orifice/Grate (Orifice Controls 3.73 cfs @ 2.22 fps) Pond 26P: B-8A Inflow Primary Hydrograph Time (hours) 3210 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.560 ac Peak Elev=1,160.02' 3.73 cfs 3.73 cfs San Bernadino County 100-Year Duration=20 min, Inten=2.76 in/hr0768-Post Hyd Printed 1/20/2020Prepared by {enter your company name here} Page 24HydroCAD® 10.00-22 s/n 10423 © 2018 HydroCAD Software Solutions LLC Summary for Pond 27P: B-10A [57] Hint: Peaked at 1,155.68' (Flood elevation advised) Inflow Area = 0.430 ac, 0.00% Impervious, Inflow Depth = 0.79" for 100-Year event Inflow = 1.03 cfs @ 0.09 hrs, Volume= 0.028 af Outflow = 1.03 cfs @ 0.10 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.6 min Primary = 1.03 cfs @ 0.10 hrs, Volume= 0.028 af Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Peak Elev= 1,155.68' @ 0.09 hrs Device Routing Invert Outlet Devices #1 Primary 1,155.48'42.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.03 cfs @ 0.10 hrs HW=1,155.68' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.03 cfs @ 1.45 fps) Pond 27P: B-10A Inflow Primary Hydrograph Time (hours) 3210 Fl o w ( c f s ) 1 0 Inflow Area=0.430 ac Peak Elev=1,155.68' 1.03 cfs 1.03 cfs Hydraulic Analysis Report Project Data Project Title: Designer: Project Date: Tuesday, December 31, 2019 Project Units: U.S. Customary Units Notes: Channel Analysis: Channel Analysis Notes: Input Parameters Channel Type: Rectangular Channel Width: 2.0000 ft Longitudinal Slope: 0.0050 ft/ft Manning's n: 0.0130 Flow: 4.2300 cfs Result Parameters Depth: 0.5304 ft Area of Flow: 1.0608 ft^2 Wetted Perimeter: 3.0608 ft Hydraulic Radius: 0.3466 ft Average Velocity: 3.9875 ft/s Top Width: 2.0000 ft Froude Number: 0.9649 Critical Depth: 0.5179 ft Critical Velocity: 4.0837 ft/s Critical Slope: 0.0054 ft/ft Critical Top Width: 2.00 ft Calculated Max Shear Stress: 0.1655 lb/ft^2 Calculated Avg Shear Stress: 0.1081 lb/ft^2 PROPOSED U-GUTTER FOR ONSITE RUN-ON (A-1a) DEPTH OF U-GUTTER IS 7"; 0.58' > 0.53' --> OKAY 18