The URL can be used to link to this page

Home My WebLink AboutAppendix G - Residential Development Site PWQMPAllard Engineering Preliminary Water Quality Management Plan For: Tract No. 20712 Walnut, Fontana WQMP No. Prepared for: Diversified Pacific Communities 10621 Civic Center Drive Rancho Cucamonga, CA 91730 Phone: (909) 481-1150 Prepared by: Allard Engineering 16866 Seville Avenue Fontana, CA 92335 Phone (909) 356-1815 rallard@allardeng.com Revision Date: 1/24/2025 Initial Submittal Date: 8/9/2024 Preliminary for Entitlements Complete Date: Construction WQMP Complete Date: Final WQMP Approved Date: Allard Engineering Project Owner’s Certification This Water Quality Management Plan (WQMP) has been prepared for Diversified Pacific Communities by Allard Engineering. The WQMP is intended to comply with the requirements of the City of Fontana and the NPDES Area wide 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):Grading Permit Number(s): Tract/Parcel Map Number(s):20712 Building Permit Number(s): CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): APN: 0243-142-01 Owner’s Signature Owner Name: Nolan C. Leggio Title Director Company Diversified Pacific Communities Address 10621 Civic Center Drive Rancho Cucamonga, CA 91730 Email NLeggio@DiversifiedPacific.com Telephone # (909) 481-1150 Signature Date I Allard Engineering Preparer’s Certification Project Data Permit/Application Number(s):Grading Permit Number(s): Tract/Parcel Map Number(s):20712 Building Permit Number(s): CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): APN: 0243-142-01 “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:RAYMOND ALLARD PE Stamp Below Title PRESIDENT Company Allard Engineering Address 16866 Seville Avenue Email rallard@allardeng.com Telephone # (909) 356-1815 Signature Date APN: 0243-142-01 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 ....................................................... 4-7 4.2 Project Performance Criteria ......................................................................... 4-8 4.3 Project Conformance Analysis ....................................................................... 4-14 4.3.1 Site Design Hydrologic Source Control BMP .............................................. 4-19 4.3.2 Infiltration BMP .......................................................................................... 4-26 4.3.3 Harvest and Use BMP .................................................................................. 4-30 4.3.4 Biotreatment BMP ....................................................................................... 4.31 4.3.5 Conformance Summary ............................................................................... 4-35 4.3.6 Hydromodification Control BMP ............................................................... 4-38 4.4 Alternative Compliance Plan (if applicable) ................................................. 4-39 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 .......................................................................................... 3-5 Form 4.1-1 Non-Structural Source Control BMP ................................................................... 4-2 Form 4.1-2 Structural Source Control BMP .......................................................................... 4-5 Form 4.1-3 Site Design Practices Checklist ........................................................................... 4-7 Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume ............................. 4-8 Form 4.2-2 Summary of HCOC Assessment .......................................................................... 4-11 APN: 0243-142-01 Water Quality Management Plan (WQMP) Contents iii Form 4.2-3 HCOC Assessment for Runoff Volume ............................................................... 4-12 Form 4.2-4 HCOC Assessment for Time of Concentration .................................................. 4-13 Form 4.2-5 HCOC Assessment for Peak Runoff .................................................................... 4-14 Form 4.3-1 Infiltration BMP Feasibility ................................................................................ 4-16 Form 4.3-2 Site Design Hydrologic Source Control BMP ..................................................... 4-20 Form 4.3-3 Infiltration LID BMP ........................................................................................... 4-27 Form 4.3-4 Harvest and Use BMP ......................................................................................... 4-30 Form 4.3-5 Selection and Evaluation of Biotreatment BMP ................................................ 4-31 Form 4.3-6 Volume Based Biotreatment – Bioretention and Planter Boxes w/Underdrains 4-32 Form 4.3-7 Volume Based Biotreatment- Constructed Wetlands and Extended Detention 4-33 Form 4.3-8 Flow Based Biotreatment ................................................................................... 4-34 Form 4.3-9 Conformance Summary and Alternative Compliance Volume Estimate .......... 4-35 Form 4.3-10 Hydromodification Control BMP ..................................................................... 4-38 Form 5-1 BMP Inspection and Maintenance ........................................................................ 5-1 APN: 0243-142-01 Water Quality Management Plan (WQMP) 1-1 Section 1 Discretionary Permit(s) Form 1-1 Project Information Project Name Walnut & South Highland Residential Tract Project Owner Contact Name:Nolan C. Leggio Mailing Address: 10621 Civic Center Drive Rancho Cucamonga, CA 91730 E-mail Address: NLeggio@DiversifiedPa cific.com Telephone: (909) 481-1150 Permit/Application Number(s):Tract/Parcel Map Number(s):Tract No. 20712 Additional Information/ Comments: Lot currently vacant (Open brush poor condition) Description of Project: Proposed Tract No. 20712 project site is 30.4 acres residential development consisting of 385 dwelling units. The proposed project consists of cluster homes, motor courts & townhomes. The project also includes parking lot, park/recreation area, and paseo area. planters, sidewalks, car ports, driveways and landscaping areas. The entire project site consists of two drainage areas DA-1 West Area & DA-2 East Area with each drainage area consist of two (2) drainage management areas (DMA-1 through DMA-4). DA-1, the west watershed area (15.2 ac) consisting of proposed Contech infiltration chamber system CMP-1, CMP-3, CMP-5 through CMP-10 and CMP-17 through CMP-19 those treats DMA-1 (6 ac) and DMA-3 (9.2 ac) areas. DA-2, the east watershed area (15.2 ac) consisting of proposed Contech infiltration chamber system CMP-2, CMP-4, CMP-11 through CMP-16 and CMP-20 through CMP-22 those treats DMA-2 (4.5 ac) and DMA-4 (10.7 ac) areas. In DA-1 (West Area): Onsite runoff will be conveyed to the proposed onsite infiltration chamber systems [CMP-1,3,5 through 10 & CMP-17 through CMP-19 (also proposed to be used as detention)] via onsite storm drain system for water quality mitigation. When these chambers reach their capacity, they will drain into the CMP-17,18,19 for high flow detention. Finaly the mitigated high flow will be drain out via the proposed 18” onsite storm drain lateral from CMP-18 and discharge into the existing City Storm Drain System in Walnut Avenue. In DA-2 (East Area): Onsite runoff will be conveyed to the proposed onsite infiltration chamber systems [CMP-2,4,11 through 16 & CMP-20 through CMP-22 (also proposed to be used as detention)] via onsite storm drain system for water quality mitigation. When these chambers reach their capacity, they will drain into the CMP-20,21,22 for high flow detention. Finaly the mitigated high flow will be drain out via the proposed 24” onsite storm drain lateral from CMP-22 and discharge into the existing City Storm Drain System in Walnut Avenue. APN: 0243-142-01 Water Quality Management Plan (WQMP) 1-2 The proposed street frontage improvements are approximately 850-ft on Walnut Street and 880-ft on, Highland Avenue, combined street improvements is 1,730-ft which is less than the minimum required length of ½ mile (2,640-ft) and is exempt from water quality treatment per the San Bernardino County Transportation Project Total Guidance Document (TGD). Provide summary of Conceptual WQMP conditions (if previously submitted and approved). Attach complete copy. APN: 0243-142-01 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):1,324,224 sf 3 Number of Dwelling Units:385 4 SIC Code:1522 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) □ ~ □ □ □ □ ~ □ □ □ ~ □ ~ APN: 0243-142-01 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 of WQMP stormwater facilities: Diversified Pacific Communities will be responsible to build the site and the maintenance of the post-developed BMPs. Address: Nolan C. Leggio Director, Diversified Pacific Communities 10621 Civic Center Drive Rancho Cucamonga, CA 91730 Phone Number: (909) 481-1150 Email:NLeggio@DiversifiedPacific.com APN: 0243-142-01 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 Bacteria and viruses are a potential pollutant for Residential multi- family developments if the land use involves animal waste. Due to the nature of the development there will be animal waste associated with this land use, and the site will be treated using site and source and treatment control BMPs. Bacteria and virus can also be detected in pavement runoff, therefore, the site has incorporated treatment control throughout. All paved and hardened surfaces will flow through the below ground infiltration chambers as part of Low Impact Design (LID). Sediment E N These are the solid materials eroded from land surface (park, landscape area). The eroded materials from onsite land surfaces will be first mitigated by the proposed pre-treatment units (Filter Inserts in Grate Inlets) and ultimate by the proposed below ground infiltration chambers. Impacted Water Body: None Metals E N Source of metal will be the falling/scrap pieces/parts of motor vehicles. Any metal pieces in the parking lot/driveways will be picked up by street sweeper and also intercepted in the proposed grate inlets w/trash basket and in the below ground infiltration chambers as part of Low Impact Design (LID). Impacted Water Body: None Oil and Grease E N Source of Oil & Grease at this site will be the motor product from leaking vehicles. Oil and grease from parking lot/driveways will be drained to the proposed grate inlets w/filter insert and the below ground infiltration chambers to treat the pollutants as part of Low Impact Design (LID). Impacted Water Body: None Trash/Debris E N Trash and debris will be contained by the proposed trash basket in the proposed grate inlets proposed at the site. Also ultimately contained by the proposed below ground infiltration chambers. Impacted Water Body: None. Pesticides / Herbicides E N The potential pesticides and herbicides from landscape areas will be contained in the proposed infiltration chambers for treatment and removal. Impacted Water Body: None C8l □ C8l □ C8l □ C8l □ C8l □ C8l □ APN: 0243-142-01 Water Quality Management Plan (WQMP) 2-4 Organic Compounds E N It’s including hydrocarbons from driveways/paved parking lot. Hydrocarbon will be conveyed to the infiltration chambers via onsite drainage system for containment and removal. Impacted Water Body: None Other: Nutrients E N Include nitrogen and phosphorus from expected usages of fertilizers in the proposed landscape area. Impacted Water Body: None Other: Oxygen Demanding Compounds E N This site includes landscaping areas which will be the potential generation of this type of pollutants. Impacted Water Body: None C8l □ C8l □ C8l □ APN: 0243-142-01 Water Quality Management Plan (WQMP) 2-1 APN: 0243-142-01 Water Quality Management Plan (WQMP) 2-2 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. APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-1 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 □ □ □ □ □ □ □ □ □ APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-2 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 34.1309 N Longitude -117.4619 W 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 DA-1 (DMA-1,3) to Outlet 1 DA-2 (DMA-2,4) to Outlet 2 The entire project site consists of two drainage areas DA-1 West Area & DA-2 East Area with each drainage area consist of two (2) drainage management areas (DMA- 1 through DMA-4). DA-1, the west watershed area (15.2 ac) consisting of proposed Contech infiltration chamber system CMP-1, CMP-3, CMP-5 through CMP-10 and CMP-17 through CMP- 19 those treats DMA-1 (6 ac) and DMA-3 (9.2 ac) areas. DA-2, the east watershed area (15.2 ac) consisting of proposed Contech infiltration Outlet 1 (18”RCP) DA-1 (DMA-1,3) Inf/Ret Chamber System (CMP-1,3,5 to 10, 17 to 19) Outlet 2 (24”RCP) DA-2 (DMA-2,4) Inf/Ret Chamber System (CMP-2,4,11 to 16, 20 to 22) ~ □ ~ □ I I I I i i i ~ I I I I I APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-3 chamber system CMP-2, CMP-4, CMP-11 through CMP-16 and CMP-20 through CMP- 22 those treats DMA-2 (4.5 ac) and DMA-4 (10.7 ac) areas. In DA-1 (West Area): Onsite runoff will be conveyed to the proposed onsite infiltration chamber systems [CMP-1,3,5 through 10 & CMP-17 through CMP-19 (also proposed to be used as detention)] via onsite storm drain system for water quality mitigation. When these chambers reach their capacity, they will drain into the CMP- 17,18,19 for high flow detention. Finaly the mitigated high flow will be drain out via the proposed 18” onsite storm drain lateral from CMP-18 and discharge into the existing City Storm Drain System in Walnut Avenue. In DA-2 (East Area): Onsite runoff will be conveyed to the proposed onsite infiltration chamber systems [CMP-2,4,11 through 16 & CMP-20 through CMP-22 (also proposed to be used as detention)] via onsite storm drain system for water quality mitigation. When these chambers reach their capacity, they will drain into the CMP-20,21,22 for high flow detention. Finaly the mitigated high flow will be drain out via the proposed 24” onsite storm drain lateral from CMP-22 and discharge into the existing City Storm Drain System in Walnut Avenue. APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-4 Form 3-2 Existing Hydrologic Characteristics for Drainage Areas (DA-1) For Drainage Areas 1-3 sub-watershed DMA, provide the following characteristics DA1 (DMA-1, DMA-2) 1 DMA drainage area (ft2)1,324,224 sf 2 Existing site impervious area (ft2) 0 3 Antecedent moisture condition For desert areas, use http://www.sbcounty.gov/dpw/floodcontrol/pdf/2 0100412_map.pdf II 4 Hydrologic soil group Refer to Watershed Mapping Tool – http://sbcounty.permitrack.com/WAP A 5 Longest flowpath length (ft)2109 6 Longest flowpath slope (ft/ft)2.0% 7 Current land cover type(s)Select from Fig C-3 of Hydrology Manual Open Brush 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 EXISTING CONDITION APN: 0243-142-01 Legend 34.1309, -117.4619 ARCO Feature 1 Patric Elliot Rumi & Sadies Flower Boutique SEAL BEACH NATIONAL WILDLIFE REFUGE Second Fontana Church Sunrise Market 1000 ft N ➤➤ N © 2023 Google © 2023 Google © 2023 Google APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-5 Form 3-3 Watershed Description for Drainage Area (DA1) Receiving waters Refer to Watershed Mapping Tool - http://sbcounty.permitrack.com/WAP See ‘Drainage Facilities” link at this website Existing storm drain system in Walnut Street San Sevaine/Etiwanda Channel (EHM) Santa Ana River Reach 4 Predo Dam Santa Ana River Reach 3 Santa Ana River Reach 2 Santa Ana River Reach 1 Pacific Ocean Applicable TMDLs Refer to Local Implementation Plan Santa Ana River Reach 3: Pathogens “Bacterial Indicator TMLDs for Middle Santa Ana River Watershed Waterbodies (Bill Rice) Nitrate : Santa Ana River Reach 3 Nitrate TMDL (Hope Smythe) Prado Flood Control basin Pathogens “Bacterial Indicator TMLDs for Middle Santa Ana River Watershed Waterbodies (Bill Rice) Santa Ana River Reach 2 NONE Santa Ana River Reach 1 NONE Tidal Prism, Santa Ana River NONE 303(d) listed impairments Refer to Local Implementation Plan and Watershed Mapping Tool – http://sbcounty.permitrack.com/WAP and State Water Resources Control Board website – http://www.waterboards.ca.gov/santaana/water_iss ues/programs/tmdl/index.shtml Expected pollutants of concern include heavy metals, organic compounds, trash/debris and oil/grease. Potential pollutants of concern include bacteria vitus, nutrients, pesticides, sediments, and oxygen demanding substances. There is no evidence to suggest that any other pollutants will be produced from the project site other than these 303(d) listed impairment Santa Ana River Reach 3: Pathogens, Metals (copper & lead) Prado Flood Control Basin: Pathogens and Nutrients Santa Ana River Reach 2: Pathogens Santa Ana River Reach 1 and Tidal prism Santa Ana River : NONE Environmentally Sensitive Areas (ESA) Refer to Watershed Mapping Tool – http://sbcounty.permitrack.com/WAP NONE Unlined Downstream Water Bodies Refer to Watershed Mapping Tool – http://sbcounty.permitrack.com/WAP Santa Ana River APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-6 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 □ !SJ --□ !SJ a ,_..__._~Ei 'ANANw J;;d '"=----=--1-~=--=--==-=--=-~~----====~~::::::=_~::____------ 00 YEAR 63" aia1a I■ r D6 1" 39' / 30" •~==~-w ~ 11111111 11 11 1 1111 1111 ' 2 ~ C.G. CO. 2-36" NSMISSION E 34 .1309, -117.4619 600ft 34.1354 -117.4596 Degrees WQMP Project Report -San Bernardino Co. Stormwater Program Area of Interest (AOI) Information Area : 1,590,039.34 ft2 Jun 9 2024 11 :48 :34 Pacific Daylight lime c::J Par cels 0 .03 0 .05 1 :4,514 0.06 0.1 0.12mi 0.2 km f;s..-1 CotnMPI!~ Ml~ COntfltYJto~ C":j' t:I fC"l'I.Klil COl.rlt,' ar S3'1 eer,,cTCl'lC' c ~ ·JJmlil Sid.I! :iert:~. 't 09t!'lSt1!e!Mi1p r.1Cf0501'1 Elrt iomTan. Ga'M"1. s a·.eG'alon. GeoT;;ama.og ~ rn~. \i!:Tt.'"V,S .', u,!;GS E-Jri:JJ cf ..i . .'l~ \{a1.ig~IEl'lt !:PA t-, :is. 1.,s CenW! 9 J~au, ,u ~::A US "'NS Project Site Parcel Numbers # ParcelNumber Acreage Area(fl") 1 022873156 0.20 169.49 2 022806126 1.46 202.83 3 022873128 0.20 265.15 4 022882113 0.20 273.22 5 022873153 0.20 277.84 6 022873125 0.20 281 .33 7 022882116 0.20 288.19 8 022882146 0.26 619.56 9 022876207 0.28 966.10 10 022805207 0.07 1,089.22 11 022876183 0.26 1,147.41 12 022876140 0.27 1,159.90 13 022876209 0.25 1,214.81 14 022876181 0.26 1,290.91 15 022876142 0.28 1,296.63 16 022873155 0.19 1,547.14 17 022873154 0.20 1,575.27 18 022873127 0.20 1,622.32 19 022873126 0.20 1,648.77 20 022882148 0.25 1,656.04 21 022882114 0.20 1,698.18 22 022882115 0.20 1,724.71 23 022882147 0.23 1,877.38 24 022876182 0.20 1,885.79 25 022876141 0.23 2 ,043.04 26 022876208 0.20 2 ,139.37 27 022805114 0.05 2 ,327 .70 28 022805226 0.21 8 ,552.10 29 022805224 0.28 9 ,017.89 30 022806111 0.21 9 ,152.65 31 022805227 0.21 9 ,228.46 32 022806113 0.21 9 ,245.19 33 022805119 0.33 14,205.25 34 022805115 0.33 14,486.58 35 022805120 0.34 14 ,981.56 36 022805225 0.42 17 ,639.48 37 022806104 0.42 17 ,906.19 38 022806103 0.42 17,960.51 39 022806107 0.42 18 ,047.84 40 022806108 0.42 18 ,203.79 41 022806123 0.42 18 ,236.97 42 022806105 0.42 18 ,356.84 43 022806106 0.42 18 ,394.85 44 022805202 0.42 18,404.31 45 022806112 0.42 18,404.52 46 022806102 0.42 18,407.51 47 022805201 0.42 18 ,428.91 48 022806109 0.42 18,432.78 49 022805121 0.51 21 ,585.63 50 022805206 0.84 35,145.18 51 022805204 0.84 35,474.95 52 022805203 0.84 35,853.16 53 022806121 0.84 36 ,031 .73 54 022806122 0.84 36 ,218.71 55 022805116 0.84 36,456.10 56 022806114 0.84 36 ,656.29 57 022805117 0.84 36 ,667.26 58 022806124 1.26 54 ,685.63 59 022805205 1.63 68 ,909.67 60 022806116 1.68 72 ,720.31 61 022806117 1.68 72 ,739.69 62 022806118 1.68 72 ,901.78 63 022806120 1.68 72 ,943.83 64 022806110 1.65 73 ,048.40 65 022805101 1.68 73 ,106.50 66 022806125 6.18 261 ,507.14 HCOC Exempt Area # Type Status Area(ff') 1 HCOC Exempt Areas Yes 1,590,039.34 Drainage Segment Details Closest channel Highest downstream Is this drainage segment's # System Number Facility Name susceptibility to hydromodification segment subject to Hydromodification susceptibility TMDLs? 1 1-812-1B Highland Channel EHM EHM No Are there downstream Is this drainage segment a Are there 303d listed streams # drainage segments subject Area(ft") to TMDLs? 303d listed stream? downstream? 1 No No No 1,590,039.34 Onsite Soil Groups # Onsite Soils Group Soil Type Soil Type Abbreviation Area(ft") Soc SOBOBA GRAVELLY SOBOBAGRAVELLY LOAMY 1 Soils -Hydro Group A LOAMY SAND, 0 TO 9 SAND 339 ,816.74 PERCENT SL* T\C TUJUNGA GRAVELLY TUJUNGA GRAVELLY LOAMY 2 Soils -Hydro Group A LOAMY SAND, 0 TO 9 SAND 1,250,222.69 PERCENTS* Septic Tanks Within 1,000' # APN Area(ft") 1 022807502 204,311 .38 2 022807418 333,855 .17 Ground Water Contour GW_Contour 1,.252 .33 Length(ft) Studies and Reports Related to Project Site # Report Link Source Date Area(ft') 1 Chino Basin Water Master 32 Chino Basin Watennaster 2008-2009 1,590,039.34 ni;! Ann!,l<!I R!;lf2Qct 2 Chino Basin Recharge Master WE , Inc August 2001 1,590,039.34 Plan 3 Summary_B!!Qort Master Star Hall & Foreman June 1992 1,590 ,039.34 m Drainage Plan StudY. 4 Summary_B!!Qort Master Star Hall & Foreman , Inc June 1992 1,590,039.34 m Drainage Plan MaQ 5 FONTANA MPD FEE STUDY Flory, Olson & Van Osdel June 1992 1,590,039.34 6 San Sevaine -Boyle Engineering June 1997 1,590 ,039.34 JmY.le MaP. 0001 7 San Sevaine -Boyle Engineering June 1997 1,590,039.34 JmY.le MaP. 0002 8 San Sevaine -Boyle Engineering June 1997 1,590,039.34 _fuiy.le__M<!JLQ.QOO 9 SBCountY. CSDP Project No .2 Moffatt & Nichol March 1969 1,590,039.34 Volume 1 10 SBCountY. CSDP Project No,2 Moffatt & Nichol March 1969 1,590,039.34 Volume 2 11 Volume 2 MaP. Moffatt & Nichol March 1969 1,590,039.34 12 ~Y. CSDP Prpj~ Verpet Engineering Company May 1973 1,590,039.34 Volume I 13 ~Y. CSDP Proj~ Verpet Engineering Company May 1973 1,590,039.34 Volume II 14 Master SD HY.drolggy Cales f Hall & Foreman, Inc May 1992 1,590,039.34 Qr FQnl.in.i Vol Ill 15 Master SD HY.drolggy Cales F Hall & Foreman, Inc May 1992 1,590,039.34 Qr FQnt.in.i VQ! II 16 Master SD HY.drolggy Cales f Hall & Foreman, Inc May 1992 1,590,039.34 or Fontana Vol V 17 Master SD HY.drolQgy Cales f Hall & Foreman , Inc May 1992 1,590 ,039.34 or Fontana Vol IV 18 West Fontana Channel Prelim San Bernardino County Flood October 1986 1,590,039.34 ina[Y. Basin StudY. Control District Note: The in fo nnation prov ided in this report and on th e Stonnwa te r Geodatabase fo r th e County of San Bernardino Stormwater Program is intended to provide basic guidance in th e preparation of the applicant's Wa~r Quality Management Plan CWQMP) and should not be relied upon without independent verificatio n. without independent verification . APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-7 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. APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-8 Form 4.1-1 Non-Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, if not applicable, state reasonIncludedNot Applicable N1 Education of Property Owners, Tenants and Occupants on Stormwater BMPs Practical education materials will be provided to property owner and assigned HOA and Maintenance staffs covering various water quality issues that will need to be addressed on their specific site. These materials will include general practices that contribute to the protection of storm water quality and BMP’s that eliminate or reduce pollution during property improvements. The developer will request these materials in writing at least 30 days prior to intended distribution and will then be responsible for publication and distribution. N2 Activity Restrictions Restrictions may be developed by property owner/HOA or other mechanisms. Pesticide applications will be performed by an applicator certified by the California Department of Pesticide Regulation. Vehicle washing will be prohibited. N3 Landscape Management BMPs According to the California Stormwater Quality Associations Stormwater Best Management Practice Handbook, landscape planning is implemented to reduce groundwater and storm water contamination. This will be accomplished through an infiltration chambers, and landscape areas. N4 BMP Maintenance See section 5, Table 5.1 for details on BMP maintenance N5 Title 22 CCR Compliance (How development will comply) Not applicable. No hazardous waste onsite N6 Local Water Quality Ordinances Comply with applicable local water quality ordinances. N7 Spill Contingency Plan Not applicable. Residential Property N8 Underground Storage Tank Compliance No underground storage tank on the site. ~ □ ~ □ ~ □ ~ □ □ ~ ~ □ □ ~ □ ~ APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-9 Form 4.1-1 Non-Structural Source Control BMPs N9 Hazardous Materials Disclosure Compliance No hazardous materials in the site. Form 4.1-1 Non-Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, if not applicable, state reasonIncludedNot Applicable N10 Uniform Fire Code Implementation Compliance with Article 80 of the Uniform Fire Code enforced by the fire protection agency. N11 Litter/Debris Control Program Will be responsible by landscaper contractor assigned by Owner/HOA. Litter/debris control once every two weeks. N12 Employee Training Gardeners and other maintenance staff will have training regarding the location and maintenance of the BMPs. N13 Housekeeping of Loading Docks Not applicable N14 Catch Basin Inspection Program Grate inlets will be inspected a minimum of once every three months during the dry season and a minimum of once every two months during the rainy season. N15 Vacuum Sweeping of Private Streets and Parking Lots Streets and driveways will be vacuum sweep by the by landscaper contractor assigned by Owner/HOA. At a minimum all paved areas shall be swept, in late summer or early fall. Prior to the start of the rainy season. N16 Other Non-structural Measures for Public Agency Projects Not applicable □ !SJ !SJ □ !SJ □ !SJ □ □ !SJ !SJ □ !SJ □ □ !SJ APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-10 N17 Comply with all other applicable NPDES permits No other applicable NPDES permits required.□ !SJ APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-11 Form 4.1-2 Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, If not applicable, state reasonIncludedNot Applicable S1 Provide storm drain system stencilling and signage (CASQA New Development BMP Handbook SD-13) Storm drain stencils or signage prohibiting dumping and discharge of materials (“No Dumping – Drains to Ocean”) shall be provided adjacent to each of the project’s proposed inlets. The stencils shall be inspected and re-stenciled as needed to maintain legibility. S2 Design and construct outdoor material storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-34) N/A. No material storages areas in the project S3 Design and construct trash and waste storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-32) N/A. No trash and waste storage areas are proposed on the project. Individual lots use City provided trash cans for waste storage/disposal 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) In conjunction with routine landscaping maintenance activities, inspect irrigation for signs of leaks, overspray and repair or adjust accordingly. Adjust system cycle to accommodate seasonal fluctuations in water demand and temperatures. Ensure use of native or drought tolerant/non-invasive plant species to minimize water consumption. S5 Finish grade of landscaped areas at a minimum of 1-2 inches below top of curb, sidewalk, or pavement New landscaped areas will be constructed at a minimum of 1 inch below existing paved areas. Notes and details will be provided in grading plans. S6 Protect slopes and channels and provide energy dissipation (CASQA New Development BMP Handbook SD-10) Not Applicable. No Slopes/channel onsite S7 Covered dock areas (CASQA New Development BMP Handbook SD-31) Not Applicable. No dock areas onsite S8 Covered maintenance bays with spill containment plans (CASQA New Development BMP Handbook SD-31) Not applicable, No maintenance bays S9 Vehicle wash areas with spill containment plans (CASQA New Development BMP Handbook SD-33) Not Applicable, No car wash in residential development ~ □ □ ~ □ ~ ~ □ ~ □ □ ~ □ ~ □ ~ □ ~ APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-12 S10 Covered outdoor processing areas (CASQA New Development BMP Handbook SD-36) No outdoor Processing, Not applicable Form 4.1-2 Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, If not applicable, state reasonIncludedNot Applicable S11 Equipment wash areas with spill containment plans (CASQA New Development BMP Handbook SD-33) No equipment wash areas. Not applicable. S12 Fueling areas (CASQA New Development BMP Handbook SD-30) No fueling areas. Not applicable. S13 Hillside landscaping (CASQA New Development BMP Handbook SD-10) No hillside landscaping. Not applicable. S14 Wash water control for food preparation areas No food preparation. Not applicable. S15 Community car wash racks (CASQA New Development BMP Handbook SD-33) No community car wash. Not applicable. □ ~ □ ~ □ ~ □ ~ □ ~ □ ~ APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-13 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: We will build multiple open space/landscape/planter areas in addition to Contech infiltration/reteention chamber systems throughout the site. Maximize natural infiltration capacity: Yes No Explanation: Multiple Contech infiltration/retention chambers will be implemented on site. Surface/Roof drains will discharge runoff towards landscape areas, indirectly connecting impervious areas before runoff reaches the onsite storm drain. Detail will be provided in grading plans. Preserve existing drainage patterns and time of concentration: Yes No Explanation: The site currently drains south to the gutter/to the existing city storm drain system in Walnut Street. Post developed flow will also drain to the existing city storm draina system via existing laterals and drain to the Rialto Channel via existing City Storm Drain System in Walnut Street. This is consistent with existing flow pattern. Disconnect impervious areas: Yes No Explanation: Impervious areas will drain into landscaped areas where available. Protect existing vegetation and sensitive areas: Yes No Explanation: There are no environmentally sensitive portions onsite and existing vegetation will be kept as much as possible. Re-vegetate disturbed areas: Yes No Explanation: Part of the disturbed areas will be revegeated per landscape plan. Minimize unnecessary compaction in stormwater retention/infiltration basin/trench areas: Yes No Explanation: No compaction will be performed within the area where the Contech infiltration/retention chambers are proposed. Utilize vegetated drainage swales in place of underground piping or imperviously lined swales: Yes No Explanation: Runoff will also be intercepted by the multiple Contech infiltration/retention chambers and multiple landscaped areas. Notes will be provided in grading plan. 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 ~ □ ~ □ ~ □ ~ □ □ ~ ~ □ ~ □ □ ~ APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-14 Stake off areas that will be used for landscaping to minimize compaction during construction: Yes No Explanation: No compaction will be performed within the area where landscape areas are proposed.Notes will be provided in grading plan. APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-15 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: DMA 1) 1 Project area DMA 1 (ft2): 126,360 2 Imperviousness after applying preventative site design practices (Imp%): 90% 3 Runoff Coefficient (Rc): 0.73 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): 0.684 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 1.0130 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): 31,629 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 □ ~ APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-16 Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume (DA-1: DMA 3) 1 Project area DMA 2 (ft2): 400,752 2 Imperviousness after applying preventative site design practices (Imp%): 90% 3 Runoff Coefficient (Rc): 0.73 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): 0.684 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 1.0130 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): 48,497 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 Total DCV generate from the Drainage Area (DA-1, West Area): 80,126 cu-ft □ ~ 1) Calculate the "Watershed Imperviousness Ratio", I which is equal to the percent of impervious area in the BMP Drainage Area divided by 100 Imperviousness(i)=0.9 Total Acreage(A) =6.00 261360 SF 2) Calculate the composite Runoff Coefficient Cbmp for the drainage area Cbmp = 0.858i3-0.78i2+0.774i+0.04 Cbmp =0.73 3) Determine which Regression Coefficient to use by region the project is located in Valley 1.481 Mountain 1.909 Desert 1.237 Regression coefficient for this project is:1.481 4) Determine the area averaged "6 hour Mean Storm Rainfall" , P6 2 yr 1 Hr Rainfall Depth per NOAA Atlas 14=0.684 inches P6 = 2 yr 1 hr Rainfall x Regression coefficient P6 =1.0130 inches 5) Determine Regression Constant (a) for 48 hour drawdown a for 24 hour = 1.582 a for 48 hour = 1.963 a =1.963 6) Calculate the Maximized Detention Volume, P0 P0 = C x a x P6 Po(inches) = 1.4522 7) Calculate the Target Capture Volume, V0, in acre feet V0 = (P0 * A)/12 V0 =0.73 acre-feet V0 =31,629 CF Target Captured Volume Watershed DMA 1 1) Calculate the "Watershed Imperviousness Ratio", I which is equal to the percent of impervious area in the BMP Drainage Area divided by 100 Imperviousness(i)=0.9 Total Acreage(A) =9.20 400752 SF 2) Calculate the composite Runoff Coefficient Cbmp for the drainage area Cbmp = 0.858i3-0.78i2+0.774i+0.04 Cbmp =0.73 3) Determine which Regression Coefficient to use by region the project is located in Valley 1.481 Mountain 1.909 Desert 1.237 Regression coefficient for this project is:1.481 4) Determine the area averaged "6 hour Mean Storm Rainfall" , P6 2 yr 1 Hr Rainfall Depth per NOAA Atlas 14=0.684 inches P6 = 2 yr 1 hr Rainfall x Regression coefficient P6 =1.0130 inches 5) Determine Regression Constant (a) for 48 hour drawdown a for 24 hour = 1.582 a for 48 hour = 1.963 a =1.963 6) Calculate the Maximized Detention Volume, P0 P0 = C x a x P6 Po(inches) = 1.4522 7) Calculate the Target Capture Volume, V0, in acre feet V0 = (P0 * A)/12 V0 =1.11 acre-feet V0 =48,497 CF Target Captured Volume Watershed DMA 3 APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-16 Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume (DA-2: DMA 2) 1 Project area DMA 2 (ft2): 196,020 2 Imperviousness after applying preventative site design practices (Imp%): 90% 3 Runoff Coefficient (Rc): 0.73 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): 0.684 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 1.0130 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): 23,721 DCV = 1/12 * [Item 1* Item 3 *Item 5 * C2], where C2 is a function of drawdown rate (24-hr = 1.582; 48-hr = 1.963) Compute separate DCV for each outlet from the project site per schematic drawn in Form 3-1 Item 2 Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume (DA-2: DMA 4) 1 Project area DMA 4 (ft2): 466,092 2 Imperviousness after applying preventative site design practices (Imp%): 90% 3 Runoff Coefficient (Rc): 0.73 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): 0.626 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 1.0130 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): 56,404 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 Total DCV generate from the Drainage Area (DA-2, East Area): 80,125 cu-ft □ ~ □ ~ 1) Calculate the "Watershed Imperviousness Ratio", I which is equal to the percent of impervious area in the BMP Drainage Area divided by 100 Imperviousness(i)=0.9 Total Acreage(A) =4.50 196020 SF 2) Calculate the composite Runoff Coefficient Cbmp for the drainage area Cbmp = 0.858i3-0.78i2+0.774i+0.04 Cbmp =0.73 3) Determine which Regression Coefficient to use by region the project is located in Valley 1.481 Mountain 1.909 Desert 1.237 Regression coefficient for this project is:1.481 4) Determine the area averaged "6 hour Mean Storm Rainfall" , P6 2 yr 1 Hr Rainfall Depth per NOAA Atlas 14=0.684 inches P6 = 2 yr 1 hr Rainfall x Regression coefficient P6 =1.0130 inches 5) Determine Regression Constant (a) for 48 hour drawdown a for 24 hour = 1.582 a for 48 hour = 1.963 a =1.963 6) Calculate the Maximized Detention Volume, P0 P0 = C x a x P6 Po(inches) = 1.4522 7) Calculate the Target Capture Volume, V0, in acre feet V0 = (P0 * A)/12 V0 =0.54 acre-feet V0 =23,721 CF Target Captured Volume Watershed DMA 2 1) Calculate the "Watershed Imperviousness Ratio", I which is equal to the percent of impervious area in the BMP Drainage Area divided by 100 Imperviousness(i)=0.9 Total Acreage(A) =10.70 466092 SF 2) Calculate the composite Runoff Coefficient Cbmp for the drainage area Cbmp = 0.858i3-0.78i2+0.774i+0.04 Cbmp =0.73 3) Determine which Regression Coefficient to use by region the project is located in Valley 1.481 Mountain 1.909 Desert 1.237 Regression coefficient for this project is:1.481 4) Determine the area averaged "6 hour Mean Storm Rainfall" , P6 2 yr 1 Hr Rainfall Depth per NOAA Atlas 14=0.684 inches P6 = 2 yr 1 hr Rainfall x Regression coefficient P6 =1.0130 inches 5) Determine Regression Constant (a) for 48 hour drawdown a for 24 hour = 1.582 a for 48 hour = 1.963 a =1.963 6) Calculate the Maximized Detention Volume, P0 P0 = C x a x P6 Po(inches) = 1.4522 7) Calculate the Target Capture Volume, V0, in acre feet V0 = (P0 * A)/12 V0 =1.29 acre-feet V0 =56,404 CF Target Captured Volume Watershed DMA 4 ACTUAL IMPERVIOUS COVER Recommended Value For Average Land Use (l) Range-Percent Conditions-Percent (2) Natural or Agriculture 0 -0 0 Public Park 10 -25 15 School 30 -50 40 Single Family Residential: (3) 2.5 acre lots 5 -15 10 1 acre lots 10 -25 20 2 dwellings/acre 20 -40 30 3-4 dwellings/acre 30 -50 40 5-7 dwellings/acre 35 -55 50 8-10 dwellings/acre 50 -70 60 More than 10 dwelHngs/acre 65 -90 80 Multiple Family Residential: Condominiums 45 -70 65 Apartments 65 -90 80 Mobile Home Park 60 -85 75 Commercial, Downtown Business or Industrial 80 -100 90 Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental gravels underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area shall always be made, and a review of aerial photos, where available, may assist in estimating the percentage of impervious cover in developed areas. 3. For typical equestrian subdivisions increase impervious area 5 percent over the values recommended in the table above. SAN BERNARDINO COUNTY HYDROLOGY MANUAL C-8 ACTUAL IMPERVIOUS COVER FOR DEVELOPED AREAS Figure C-4 NOAA Atlas 14, Volume 6, Version 2 Location name : Fontana, California , USA* Latitude : 34.1309°, Longitude : -117.4619° Elevation : 1456 ft** • rource : ESRJ Maps •• rource : USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin , Sandra Pavlovic, lsiani Roy, Ca~ Trypaluk, Dale Unruh , Fenglin Yan , Michael Yekla, Tan Zhao, Geoff19y Bonnin , Daniel B18wer, Li-Chuan Chen , Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring , Maryland PF tabular I .EE..9@Rhical I MaJ;!s & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 louration l 1 I 5-min I 0.131 (0.109-0.159) I 10-min I 0.187 (0.156-0.227) B-0.946) I 15-min I 0.227 0.834 (0.189-0.275) 614-1.14) I 30-min I 0.341 (0.284-0.413) I so-min I 0.517 (0.431-0.628) B 0.794 1.04 1.61 1.95 2A8 2.75 3.12 3.41 (0.661 -0.963) (0.863-1 .26) (1.32-1 .98) (1 .55-2.48) (1 .88-3.30) (2.02-3. 77) (2.20-4.47) (2.32-5.05) B 1.02 1.33 1.73 2.05 2.47 2.79 3.12 3.45 3.89 4 .24 (0.851-1 .24) (1.11-1 .62) (1.43-2.10) (1.68-2.51) (1 .96-3.14) (2.17-3.63) (2.36-4.16) (2.54-4. 73) (2.75-5.58) (2.89-6.29) B 1.52 1.97 2.55 3.01 3.62 4 .07 4 .52 4.98 5.59 6.06 (1 .26-1 .84) ( 1.64-2.40) (2.11-3.11) (2.47-3.70) (2.87-4.60) (3.16-5.29) (3.43-6.03) (3.67-6.83) (3.94-8.00) (4.12-8 .98) B 2.07 2.71 3.50 4.13 4.95 5.56 6.15 6.75 7.54 8.13 (1 .72-2.51) (2.25-3.29) (2.90-4.27) (3.40-5.08) (3.93-6.29) (4.32-7.22) ( 4.66-8.20) (4 .97-9.26) (5.32-10.8) (5.54-12 .1) B 2.82 3.73 4 .87 5.77 6.93 7.78 8 .62 9.46 10.5 11 .4 (2.50-3.25) (3.30-4 .31) (4.30-5.64) (5.05-6.72) (5.87-8.35) (6.46-9.57) (6.98-10.9) (7.45-12.2) (7 .98-14.2) (8.31-15.9) I 2-day I 3.46 4 .67 6.22 7.46 9.11 10 .3 11 .6 12.9 14.5 15.8 (3.06-3.98) (4.13-5.39) (5.49-7.20) (6.53-8. 70) (7.71-11.0) (8.59-12 .7) (9.39-14.6) (10.1-16.6) (11 .0-19.6) (11 .6-22.1) I 3-day I 3.71 5.09 6.89 8.37 10A 11 .9 13 .5 15.2 17A 19 .2 (3.2B-4.27) (4.50-5.87) (6.08-7.97) (7 .32-9.76) (8.79-12.5) (9.90-14.7) (11 .0-17.0) (11 .9-19.6) (13.2-23.5) (14.0-26.7) I 4-day I 3.97 5.50 7.53 9.21 11.5 13.3 15.2 17.1 19.8 22 .0 (3.51-4.57) (4.87-6.35) (6.64-8.71) (8.06-10.7) (9. 76-13.9) (11 .1-16.4) (12.3-19.1) (13.5-22.2) (15.0-26.8) (16.1-30.7) I 7-day I 4.54 6.37 8 .80 10.8 13.6 20.6 23 .9 26.6 (4 .02-5.23) (5.63-7.35) (7.76-10.2) (9.47-12.6) (11.5-16.4) (16.2-26.6) (18.1-32.3) (19.4-37.1) I 10-day I 4.91 .4 11 .9 15.0 22.9 26 .7 (4.35-5.66) (10.4-13.9) (12.7-1 (18. i 20-day I 5.83 11 .7 14.6 1 . 28.8 (10.3-13.5) (12.7-17.0) (15.7-22.4) .4-31 .7) (22. 7-37.3) I 30-day I 6.81 9 .73 13 .7 17.1 22 .0 30 .1 34.6 41 .0 46.2 (6.03-7.85) (8.61-11 .2) (12.1-15.9) (15.0-20.0) (18.6-26.5) (24.4-37.9) (27.2-44.8) (31 .0-55.3) (33.8-64.5) I 45-day I 8.13 11 .5 16 .2 20.3 26 .1 35.9 41.5 49 .4 56 .0 (7.20-9.37) ( 10.2-13.3) (14.3-18.8) (17.8-23.7) (22.1-31 .5) (29.1-45.3) (32.7-53.7) (37.4-66.7) (41.0-78.1) I 60-day I 9.46 13.3 18 .6 23.2 29 .9 41 .2 47 .7 57 .1 64.8 (8.3B-10.9) (11 .7-15.3) (16.4-21 .5) (20.3-27.1) (25.3-36.0) (33.4-52.0) (37.6-61 .8) (43.2-77.0) (47.4-90.5) 1 A-ecipttation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Nurrbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probabi fy that precipttation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipttation (RIP) estimates and rray be higher than currently valid RIP values . 4/8/24, 12 :47 PM Web Soil Survey Contact Us I Subscribe m I Archived Soil Surveys Soil Survey Status Glossary I Preferences I Link Logout I Help IAIAIAI Area of Interest (AOI) Soil Map Soil Data Explorer Download Soils Data Shopping Cart (Free) I Search Map Unit Legend San Bernardino County Southwestern Part, California (CA677) San Bernardino County Southwestern Part, California (CA677) Map Unit Symbol soc TvC Map Unit Name Soboba gravelly loamy sand, 0 to 9 percent slopes Tujunga gravelly loamy sand, 0 to 9 percent slopes Totals for Area of Interest Acres Percent of in AOI AOI 7.5 27.1% 20.3 72.9% 27.8 100.0% Printable Version ! Add to Shopping Cart ! Soil Map Warning: Soil Map may not be valid at this scale. You have zoorred in beyond the scale at which the soil map for this area is intended to be used. Mapping of soils is done at a particular scale . The soil surveys that comprise your AOI were mapped at 1:24 ,000 . The design of map units and the level of detail shown in the resulting soil map are dependent< that map scale . Enlargerrent of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placerrent . The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale . FOIA I Accessibility Statement I Privacy Policy I Non-Discrinination Staterrent I Information Quality I USA .gov I White House https ://w ebsoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx 1 /1 Map Unit Description : Soboba gravelly loamy sand, 0 to 9 percent slopes-San Bernardino County Southwestern Part, California San Bernardino County Southwestern Part, California SoC-Soboba gravelly loamy sand, 0 to 9 percent slopes USDA Natural Resources -Conservation Service Map Unit Setting National map unit symbol: hckt Elevation: 30 to 4,200 feet Mean annual precipitation: 10 to 20 inches Mean annual air temperature: 61 to 63 degrees F Frost-free period: 175 to 250 days Farmland classification : Not prime farmland Map Unit Composition Soboba and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Soboba Setting Landform: Alluvial fans Landform position (two-dimensional): Backslope Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape : Linear Parent material: Alluvium derived from granite Typical profile H1 -0 to 12 inches: gravelly loamy sand H2 -12 to 36 inches: very gravelly loamy sand H3 -36 to 60 inches: very stony sand Properties and qualities Slope: 0 to 9 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 in/hr} Depth to water table: More than 80 inches Frequency of flooding: Rare Frequency of ponding: None Maximum salinity: Nonsaline (0.0 to 1.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.2 inches) Interpretive groups Land capability classification (irrigated): 4s Land capability classification (nonirrigated): 6s Hydro/ogic Soil Group : A Ecological site : R019XG912CA-Sandy Fan Hydric soil rating: No Web Soil Survey National Cooperative Soil Survey 4/8/2024 Page 1 of 2 Map Unit Description : Soboba gravelly loamy sand, 0 to 9 percent slopes-San Bernardino County Southwestern Part, California Minor Components Unnamed Percent of map unit: 5 percent Hydric soil rating : No Delhi, fine sand Percent of map unit: 5 percent Hydric soil rating : No Tujunga, gravelly loam Percent of map unit: 3 percent Hydric soil rating : No Unnamed Percent of map unit: 2 percent Landform: Drainageways Hydric soil rating : Yes Data Source Information Soil Survey Area: San Bernardino County Southwestern Part, California Survey Area Data : Version 15, Aug 30, 2023 USDA Natural Resources Web Soil Survey -Conservation Service National Cooperative Soil Survey 4/8/2024 Page 2 of 2 APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-17 Project site located within HCOC Exempt Area per San Bernardino County Storm Water Mapping Tool (attached). Also, the project in developed condition will discharge runoff into the existing laterals in a mitigated flow rate those drain to the existing City Storm Drain System in Walnut Street in developed condition for storm event up to 100-year. The water will finally drain to the San Sevaine/Etiwanda Channel (EHM). Form 4.2-2 Summary of HCOC Assessment Does project have the potential to cause or contribute to an HCOC in a downstream channel: Yes No Go to:http://sbcounty.permitrack.com/WAP Project site is located within the HCOC exempt area. If “Yes”, then complete HCOC assessment of site hydrology for 2yr storm event using Forms 4.2-3 through 4.2-5 and insert results below (Forms 4.2-3 through 4.2-5 may be replaced by computer software analysis based on the San Bernardino County Hydrology Manual) If “No,” then proceed to Section 4.3 Project Conformance Analysis Condition Runoff Volume (ft3) Time of Concentration (min)Peak Runoff (cfs) Pre-developed 1 Form 4.2-3 Item 12 2 Form 4.2-4 Item 13 3 Form 4.2-5 Item 10 Post-developed 4 Form 4.2-3 Item 13 5 Form 4.2-4 Item 14 6 Form 4.2-5 Item 14 Difference 7 Item 4 – Item 1 8 Item 5 – Item 2 9 8.42 Item 6 – Item 3 Difference (as % of pre-developed) 10 Item 7 / Item 1 11 Item 8 / Item 2 12 Item 9 / Item 3 □ ~ CONSTRU CTI ON NOTES : . © CONST. 48.. R. C. P . CO·LOAD AS NOTED} 8 'T .G,,G,1,4::,.IN ~Tl..,-Pe"Sr E!!:L , •!>.•s ,4?,.A.2.-A&.,c::.Mi-"~~ ( &ea PfiTASL O N e.H eE."T a ) INLE T STRUCTURE DETAIL AT LINE ·s· N01" TO SCALE @ CONST . JltCTlON STRUCT. TYPE II PER o.c .E .N.A. STD. 131 1 (SEE SHT. ·n CONST . CONC . ca...L.AR PER O .C.E.N.A. S1'D. 1317 (SEE SHT. IOJ CONST . INLET n PE V PER O.C.£:.M.A. STD . 1305 lSEE SHT. -i> CON$,._ ..46' C .M.f!' ieGA ( t:,e:1:::"""(T"fL.5 e.""'eeT 'fl'L)C. ~ '<leql'. CM""'T) DATA DELTA/BEAR ING RADIUS LEN./OIST. TANGENT 45'04' 02· 45.00 35.40 16.57 90•00· oo· 22 .50 35.3'1 22.50 N 45'04' 56"ij 44.bl'C N 0 '09'00"ij 113.50 N 69'5I' OO"E -·- f"AO • C'UT •Df'-r w,i &tW'f.SOt..10 w/co~ SECTI ON A·A NOT TO SCALE i S&eoe,,._,._ A.'T LEFT a +e7 ~'t-,...... : (e"""" lt.J~T)"'FY!.Y-......_,, '_ ........ ! ........ [ ...... ..... :--. ·-··-·---·-- \_~ J ../ ~ 142 141 140 ~WIOE ~.D. 7-4 EA-e,6Wle-.lT l ~ ·.i ~ ~-~8~ I' -~. h;i I ,p ®.-,.,,_ • ...__~ - r - I ~ '- ~} a~; ~ H~. l,l 143 i~ 145 ~ u :z ~~ ~~ •• ~ ~it -; \ PROPOSED TRACT SITE LOCATION ' 139 - IIALNUT 146 ' 13 8 137 ..,,,...,_, -- ~ STREET 147 ,.-TRAC:T e,1,.1c:at'(, 136 ~ -• :>l'~I T ~ l·,11t ·9 LINE B 148 14• 135 134 "~ @ . :( " 3~ i i ~Ht ..;1 "If ir 8 ~ ~-· ' "> }< 8¥ II'~-' 8H~ fof tat~ ~ 9~ 1) ti ;I: j . '-. ~-I I ' -. j@ ~ I .&'-- /~" D 1% -~-~~K ' LINE ~ g~ -~ .,_ I SEE SHEET 150 -~11' ~ . v ,,; ?L>' ~~ 'I f ::z ALMER I A.AVENUE 132 / -----~. I I A7 NO. 4 131 I I ' I I I I 1 . ~ I I I I I I, ,/ L- I I < i ..J < SEE SHEET NO. 8 au--r oP ""TI'i<A-.:C. a,,.:,sr, .,.,, OT\-\El'-S &RE CORD DRAWING ORAUN BY1 STO RM DR AIN PL ANS PLOTTER DES I GNED, WA LNU T STREET R SM SCALE, HOR , , .... -40' VER, , ..... CHECKED, STA . 3+87.66 TO STA . 10+00.00 DATE , JOB NO. ~M,t:.'4!!!!!!i DVG. NO . SHEET NO . 142-509 APPROVED £4-9~ 1'}4 °) 5 OF1Q ,.,,., C1TY fNCl NEER R.C.E. M-181 Z,S-✓U REV. 10 n 10 n HEUN WAY -D£ScmPJlOO ~ Gf!ADEDSWALE l'fiOf'OS!DSI) LATERAL B Kl ------~R/W \__J =-------:=s IIAIER LATERAL 8 l),lfE D<GR. Cl1Y 1),11[ SHOW) CONSIJU/C!ION Of R£QU1R£D ~NOT~WIIHIN MO YWS Of TH£ OAT£ Of IIM.OVJ,L SHOWN IBEON N/0 CAUlll> fOltlll IN A OIJQNT MANMI, TH£ (JIY ENaNl6I MAY REQUIRE REWIONS TO 11£ l'WIS TO IIIUNG lHEM INTO CONfOAAW«:£ lfflll COI01lONS N-IO STNO.-IRDS IN fffECT OWHCSCAIE 20 I 4-0 I 80 I 150 I (111111) 1MH• an: IMSIS OF BfARINGS: IN[ NORllf lJl<E Of 1lf( SOOJll[AST OIJAAIER Of SECTION J6, TlN, R6W, S.8.M. AS SHOWN OH TRACT 16568, UB J00/59-62, BElNG N 89"59'12"[ PRV'ARW FOR: OTY OF FONTANA 8J5J 5W<RA A>{N(JE FONTANA. CA 92JJ5 (909) 350-7610 FAX (909) 350-6618 ORIONAI. BENOiMARK C/IY or FOHT/<HA 811-J6l R.R. SP!I(( lN P9 NO. 15J6697£ AT 1lf( SW CORllfR Of l!ASEUN[ A"™-'E: A!fll SIJlTAHA AltMIL filVAllOH: l J65.Dl, SlNC£ DESTROm> SITE BENCHMAAK SW CORM'R_ SEC. Jl. T.IN., R.5'11., S.811.-2" I.P. Wfllf BRASS CN', C.S.U. AT TH£ IH1ERS[COON or BAS0.11£ A\'OIOC ANO Cll!1IJS Al'(NU[. IIIVAllOft lmJj 10 n CONSTRUCTION NOTES: ©-INSTl,U_ J6" RCP (1500-D) (D--CONSTROCT IWffll£ P£R AP.WA STANllNl!l PUii J20-1, SIT llfTAllS OH SHffT 5 ©-REl/OVE EXlSIING Cjjp RISO! ©-CONS1Rt/CT Cjjp RISO! PER llfTAII. OH SHffT 4 83 ruM: 11/fJ UH£ OITA TAB!£ I < > l!AlllUS I DO.TA I TAHGfNT I 8fAA#IC I 1£11GTN I A ,,vr,• 6 'O(t ,~gs• 47.1"' I 8 -I -I -I MJO'OO'OO'l:1 4 l.68' Prepar<d By: ALLARD ENGINEERING Ca11~g •1'od---La,!Pkmroo &25-19-n.A~ Foi11,G,at.~ 82'.'535 (}) 0 m..:.:·1815 r .. (0091 s:;e.1195 Lr-> (.-J-0(,, 0.Yld S. Hamant. R.C.E. ~ Illlla (-llr.llf/lJl'I) - 10 ,:. .. - ,~ = cc:. _. = n I mm ~1"=40' I VIIT:1"=f CITY OF FONTANA, CALIFORNIA CAPITAL IMPROVEMENT PROJECT PHASE IIA DRAWN"' 8'1: STORM DRAIN IMPRoVEMENT Pl.ANS SCA(£: OCS,C,,(ll 8'(: _WALNUT AVENUE STORM DRAIN l),ITf; AS NOIE!l Ell',,-• •• MTERAl:S...W Tfl A-4 & LATERAL 8 MARCH. 2006 . . I- . ca;cK(I) rrt: ~¼ ,&/ # ;:. . /z. . a; DRAWING HO.: i J / IJSH CIIY -·-·· R.C.£ 5 1152 3700 I/ 7 a ,_..__._~Ei 'ANANw J;;d '"=----=--1-~=--=--==-=--=-~~----====~~::::::=_~::____------ 00 YEAR 63" aia1a I■ r D6 1" 39' / 30" •~==~-w ~ 11111111 11 11 1 1111 1111 ' 2 ~ C.G. CO. 2-36" NSMISSION E WQMP Project Report -San Bernardino Co. Stormwater Program Area of Interest (AOI) Information Area : 1,590,039.34 ft2 Jun 9 2024 11 :48 :34 Pacific Daylight lime c::J Par cels 0 .03 0 .05 1 :4,514 0.06 0.1 0.12mi 0.2 km f;s..-1 CotnMPI!~ Ml~ COntfltYJto~ C":j' t:I fC"l'I.Klil COl.rlt,' ar S3'1 eer,,cTCl'lC' c ~ ·JJmlil Sid.I! :iert:~. 't 09t!'lSt1!e!Mi1p r.1Cf0501'1 Elrt iomTan. Ga'M"1. s a·.eG'alon. GeoT;;ama.og ~ rn~. \i!:Tt.'"V,S .', u,!;GS E-Jri:JJ cf ..i . .'l~ \{a1.ig~IEl'lt !:PA t-, :is. 1.,s CenW! 9 J~au, ,u ~::A US "'NS Project Site Parcel Numbers # ParcelNumber Acreage Area(fl") 1 022873156 0.20 169.49 2 022806126 1.46 202.83 3 022873128 0.20 265.15 4 022882113 0.20 273.22 5 022873153 0.20 277.84 6 022873125 0.20 281 .33 7 022882116 0.20 288.19 8 022882146 0.26 619.56 9 022876207 0.28 966.10 10 022805207 0.07 1,089.22 11 022876183 0.26 1,147.41 12 022876140 0.27 1,159.90 13 022876209 0.25 1,214.81 14 022876181 0.26 1,290.91 15 022876142 0.28 1,296.63 16 022873155 0.19 1,547.14 17 022873154 0.20 1,575.27 18 022873127 0.20 1,622.32 19 022873126 0.20 1,648.77 20 022882148 0.25 1,656.04 21 022882114 0.20 1,698.18 22 022882115 0.20 1,724.71 23 022882147 0.23 1,877.38 24 022876182 0.20 1,885.79 25 022876141 0.23 2 ,043.04 26 022876208 0.20 2 ,139.37 27 022805114 0.05 2 ,327 .70 28 022805226 0.21 8 ,552.10 29 022805224 0.28 9 ,017.89 30 022806111 0.21 9 ,152.65 31 022805227 0.21 9 ,228.46 32 022806113 0.21 9 ,245.19 33 022805119 0.33 14,205.25 34 022805115 0.33 14,486.58 35 022805120 0.34 14 ,981.56 36 022805225 0.42 17 ,639.48 37 022806104 0.42 17 ,906.19 38 022806103 0.42 17,960.51 39 022806107 0.42 18 ,047.84 40 022806108 0.42 18 ,203.79 41 022806123 0.42 18 ,236.97 42 022806105 0.42 18 ,356.84 43 022806106 0.42 18 ,394.85 44 022805202 0.42 18,404.31 45 022806112 0.42 18,404.52 46 022806102 0.42 18,407.51 47 022805201 0.42 18 ,428.91 48 022806109 0.42 18,432.78 49 022805121 0.51 21 ,585.63 50 022805206 0.84 35,145.18 51 022805204 0.84 35,474.95 52 022805203 0.84 35,853.16 53 022806121 0.84 36 ,031 .73 54 022806122 0.84 36 ,218.71 55 022805116 0.84 36,456.10 56 022806114 0.84 36 ,656.29 57 022805117 0.84 36 ,667.26 58 022806124 1.26 54 ,685.63 59 022805205 1.63 68 ,909.67 60 022806116 1.68 72 ,720.31 61 022806117 1.68 72 ,739.69 62 022806118 1.68 72 ,901.78 63 022806120 1.68 72 ,943.83 64 022806110 1.65 73 ,048.40 65 022805101 1.68 73 ,106.50 66 022806125 6.18 261 ,507.14 HCOC Exempt Area # Type Status Area(ff') 1 HCOC Exempt Areas Yes 1,590,039.34 Drainage Segment Details Closest channel Highest downstream Is this drainage segment's # System Number Facility Name susceptibility to hydromodification segment subject to Hydromodification susceptibility TMDLs? 1 1-812-1B Highland Channel EHM EHM No Are there downstream Is this drainage segment a Are there 303d listed streams # drainage segments subject Area(ft") to TMDLs? 303d listed stream? downstream? 1 No No No 1,590,039.34 Onsite Soil Groups # Onsite Soils Group Soil Type Soil Type Abbreviation Area(ft") Soc SOBOBA GRAVELLY SOBOBAGRAVELLY LOAMY 1 Soils -Hydro Group A LOAMY SAND, 0 TO 9 SAND 339 ,816.74 PERCENT SL* T\C TUJUNGA GRAVELLY TUJUNGA GRAVELLY LOAMY 2 Soils -Hydro Group A LOAMY SAND, 0 TO 9 SAND 1,250,222.69 PERCENTS* Septic Tanks Within 1,000' # APN Area(ft") 1 022807502 204,311 .38 2 022807418 333,855 .17 Ground Water Contour GW_Contour 1,.252 .33 Length(ft) Studies and Reports Related to Project Site # Report Link Source Date Area(ft') 1 Chino Basin Water Master 32 Chino Basin Watennaster 2008-2009 1,590,039.34 ni;! Ann!,l<!I R!;lf2Qct 2 Chino Basin Recharge Master WE , Inc August 2001 1,590,039.34 Plan 3 Summary_B!!Qort Master Star Hall & Foreman June 1992 1,590 ,039.34 m Drainage Plan StudY. 4 Summary_B!!Qort Master Star Hall & Foreman , Inc June 1992 1,590,039.34 m Drainage Plan MaQ 5 FONTANA MPD FEE STUDY Flory, Olson & Van Osdel June 1992 1,590,039.34 6 San Sevaine -Boyle Engineering June 1997 1,590 ,039.34 JmY.le MaP. 0001 7 San Sevaine -Boyle Engineering June 1997 1,590,039.34 JmY.le MaP. 0002 8 San Sevaine -Boyle Engineering June 1997 1,590,039.34 _fuiy.le__M<!JLQ.QOO 9 SBCountY. CSDP Project No .2 Moffatt & Nichol March 1969 1,590,039.34 Volume 1 10 SBCountY. CSDP Project No,2 Moffatt & Nichol March 1969 1,590,039.34 Volume 2 11 Volume 2 MaP. Moffatt & Nichol March 1969 1,590,039.34 12 ~Y. CSDP Prpj~ Verpet Engineering Company May 1973 1,590,039.34 Volume I 13 ~Y. CSDP Proj~ Verpet Engineering Company May 1973 1,590,039.34 Volume II 14 Master SD HY.drolggy Cales f Hall & Foreman, Inc May 1992 1,590,039.34 Qr FQnl.in.i Vol Ill 15 Master SD HY.drolggy Cales F Hall & Foreman, Inc May 1992 1,590,039.34 Qr FQnt.in.i VQ! II 16 Master SD HY.drolggy Cales f Hall & Foreman, Inc May 1992 1,590,039.34 or Fontana Vol V 17 Master SD HY.drolQgy Cales f Hall & Foreman , Inc May 1992 1,590 ,039.34 or Fontana Vol IV 18 West Fontana Channel Prelim San Bernardino County Flood October 1986 1,590,039.34 ina[Y. Basin StudY. Control District Note: The in fo nnation prov ided in this report and on th e Stonnwa te r Geodatabase fo r th e County of San Bernardino Stormwater Program is intended to provide basic guidance in th e preparation of the applicant's Wa~r Quality Management Plan CWQMP) and should not be relied upon without independent verificatio n. without independent verification . APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-18 Form 4.2-3 HCOC Assessment for Runoff Volume Weighted Curve Number Determination for: Pre-developed DA 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 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 APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-19 Form 4.2-4 HCOC Assessment for Time of Concentration 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 DA 1 DMA B DMA C DMA D DA 1 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): 14 Post-developed time of concentration (min): 15 Additional time of concentration needed to meet HCOC requirement (min): APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-20 Form 4.2-5 HCOC Assessment for Peak Runoff Compute peak runoff for pre- and post-developed conditions Variables Pre-developed DA to Project Outlet (Use additional forms if more than 3 DMA) Post-developed DA to Project Outlet (Use additional forms if more than 3 DMA) DMA A DMA B DMA C DMA A DMA B DMA C 1 Rainfall Intensity for storm duration equal to time of concentration Ipeak = 10^(LOG Form 4.2-1 Item 4 - 0.6 LOG Form 4.2-4 Item 5 /60) 2 Drainage Area of each DMA (ft2) For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 3 Ratio of pervious area to total area For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 4 Pervious area infiltration rate (in/hr) Use pervious area CN and antecedent moisture condition with Appendix C-3 of the TGD for WQMP 5 Maximum loss rate (in/hr) Fm = Item 3 * Item 4 Use area-weighted Fm from DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 6 Peak Flow from DMA (cfs) Qp =Item 2 * 0.9 * (Item 1 - Item 5) 7 Time of concentration adjustment factor for other DMA to site discharge point Form 4.2-4 Item 12 DMA / Other DMA upstream of site discharge point (If ratio is greater than 1.0, then use maximum value of 1.0) DMA A n/a n/a DMA B n/a n/a DMA C n/a n/a 8 Pre-developed Qp at Tc for DMA A: Qp = Item 6DMAA + [Item 6DMAB * (Item 1DMAA - Item 5DMAB)/(Item 1DMAB - Item 5DMAB)* Item 7DMAA/2] + [Item 6DMAC * (Item 1DMAA - Item 5DMAC)/(Item 1DMAC - Item 5DMAC)* Item 7DMAA/3] 9 Pre-developed Qp at Tc for DMA B: Qp = Item 6DMAB + [Item 6DMAA * (Item 1DMAB - Item 5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAB/1] + [Item 6DMAC * (Item 1DMAB - Item 5DMAC)/(Item 1DMAC - Item 5DMAC)* Item 7DMAB/3] 10 Pre-developed Qp at Tc for DMA C: Qp = Item 6DMAC + [Item 6DMAA * (Item 1DMAC - Item 5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAC/1] + [Item 6DMAB * (Item 1DMAC - Item 5DMAB)/(Item 1DMAB - Item 5DMAB)* Item 7DMAC/2] 10 Peak runoff from pre-developed condition confluence analysis (cfs):Maximum of Item 8, 9, and 10 (including additional forms as needed) 11 Post-developed Qp at Tc for DMA A: Same as Item 8 for post-developed values 12 Post-developed Qp at Tc for DMA B: Same as Item 9 for post-developed values 13 Post-developed Qp at Tc for DMA C: Same as Item 10 for post-developed values 14 Peak runoff from post-developed condition confluence analysis (cfs):Maximum of Item 11, 12, and 13 (including additional forms as needed) 15 Peak runoff reduction needed to meet HCOC Requirement (cfs):Qp-HCOC = (Item 14 * 0.95) – Item 10 APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-21 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. APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-22 Form 4.3-1 Infiltration BMP Feasibility (DA 1, DA2) Feasibility Criterion – Complete evaluation for each DA on the Project Site 1 Would infiltration BMP pose significant risk for groundwater related concerns? Yes No Refer to Section 5.3.2.1 of the TGD for WQMP If Yes, Provide basis: (attach) 2 Would installation of infiltration BMP significantly increase the risk of geotechnical hazards? Yes No (Yes, if the answer to any of the following questions is yes, as established by a geotechnical expert): The location is less than 50 feet away from slopes steeper than 15 percent The location is less than eight feet from building foundations or an alternative setback. A study certified by a geotechnical professional or an available watershed study determines that stormwater infiltration would result in significantly increased risks of geotechnical hazards. If Yes, Provide basis: (attach) 3 Would infiltration of runoff on a Project site violate downstream water rights? Yes No If Yes, Provide basis: (attach) 4 Is proposed infiltration facility located on hydrologic soil group (HSG) D soils or does the site geotechnical investigation indicate presence of soil characteristics, which support categorization as D soils? Yes No If Yes, Provide basis: (attach) 5 Is the design infiltration rate, after accounting for safety factor of 2.0, below proposed facility less than 0.3 in/hr (accounting for soil amendments)? Yes No If Yes, Provide basis: (attach) 6 Would on-site infiltration or reduction of runoff over pre-developed conditions be partially or fully inconsistent with watershed management strategies as defined in the WAP, or impair beneficial uses?Yes No See Section 3.5 of the TGD for WQMP and WAP If Yes, Provide basis: (attach) 7 Any answer from Item 1 through Item 3 is “Yes”: Yes No If yes, infiltration of any volume is not feasible onsite. Proceed to Form 4.3-4, Harvest and Use BMP. If no, then proceed to Item 9 below. 8 Any answer from Item 4 through Item 6 is “Yes”: Yes No If yes, infiltration is permissible but is not required to be considered. Proceed to Form 4.3-2, Hydrologic Source Control BMP. If no, then proceed to Item 9, below. 9 All answers to Item 1 through Item 6 are “No”: Infiltration of the full DCV is potentially feasible, LID infiltration BMP must be designed to infiltrate the full DCV to the MEP. Proceed to Form 4.3-2, Hydrologic Source Control BMP. □ ~ □ ~ □ ~ □ ~ □ ~ □ ~ □ ~ □ ~ APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-23 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. APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-24 Form 4.3-2 Site Design Hydrologic Source Control BMPs (DA 1, DA2) 1 Implementation of Impervious Area Dispersion BMP (i.e. routing runoff from impervious to pervious areas), excluding impervious areas planned for routing to on-lot infiltration BMP: Yes No If yes, complete Items 2-5; If no, proceed to Item 6 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Total impervious area draining to pervious area (ft2) 3 Ratio of pervious area receiving runoff to impervious area 4 Retention volume achieved from impervious area dispersion (ft3)V = Item2 * Item 3 * (0.5/12), assuming retention of 0.5 inches of runoff 5 Sum of retention volume achieved from impervious area dispersion (ft3): Vretention =Sum of Item 4 for all BMPs 6 Implementation of Localized On-lot Infiltration BMPs (e.g. on-lot rain gardens): Yes No If yes, complete Items 7- 13 for aggregate of all on-lot infiltration BMP in each DA; If no, proceed to Item 14 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 7 Ponding surface area (ft2) 8 Ponding depth (ft) 9 Surface area of amended soil/gravel (ft2) 10 Average depth of amended soil/gravel (ft) 11 Average porosity of amended soil/gravel 12 Retention volume achieved from on-lot infiltration (ft3) Vretention = (Item 7 *Item 8) + (Item 9 * Item 10 * Item 11) 13 Runoff volume retention from on-lot infiltration (ft3):Vretention =Sum of Item 12 for all BMPs APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-25 Form 4.3-2 cont. Site Design Hydrologic Source Control BMPs (DA 1, DA2) 14 Implementation of evapotranspiration BMP (green, brown, or blue roofs): Yes No If yes, complete Items 15-20. If no, proceed to Item 21 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 15 Rooftop area planned for ET BMP (ft2) 16 Average wet season ET demand (in/day) Use local values, typical ~ 0.1 17 Daily ET demand (ft3/day) Item 15 * (Item 16 / 12) 18 Drawdown time (hrs) Copy Item 6 in Form 4.2-1 19 Retention Volume (ft3) Vretention = Item 17 * (Item 18 / 24) 20 Runoff volume retention from evapotranspiration BMPs (ft3): 0 ft3 Vretention =Sum of Item 19 for all BMPs 21 Implementation of Street Trees: Yes No If yes, complete Items 20-2. If no, proceed to Item 24 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 22 Number of Street Trees 23 Average canopy cover over impervious area (ft2) 24 Runoff volume retention from street trees (ft3) Vretention = Item 22 * Item 23 * (0.05/12) assume runoff retention of 0.05 inches 25 Runoff volume retention from street tree BMPs (ft3): 0 ft3 Vretention = Sum of Item 24 for all BMPs 26 Implementation of residential rain barrels/cisterns: Yes No If yes, complete Items 27-28; If no, proceed to Item 29 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 27 Number of rain barrels/cisterns 28 Runoff volume retention from rain barrels/cisterns (ft3) Vretention = Item 27 * 3 29 Runoff volume retention from residential rain barrels/Cisterns (ft3): 0 ft3 Vretention =Sum of Item 28 for all BMPs 30 Total Retention Volume from Site Design Hydrologic Source Control BMPs: 0 ft3 Sum of Items 5, 13, 20, 25 and 29 APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-26 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). APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-27 Form 4.3-3 Infiltration LID BMP -Underground BMPs (DA 1) 1 Remaining LID DCV not met by site design HSC BMP (ft3): 80,126 ft3 From DA-1 Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 BMP Type Use columns to the right to compute runoff volume retention from proposed infiltration BMP (select BMP from Table 5-4 in TGD for WQMP) - Use additional forms for more BMPs DA-1 (DMA1) 1-Contech CMP-1 DA-1 (DMA3) 10-Contech CMP-3, 5,6,7,8,9,10,17,18,19 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 5.95 5.95` 3 Infiltration safety factor See TGD Section 5.4.2 and Appendix D 3.4 3.4 4 Design percolation rate (in/hr)Pdesign = Item 2 / Item 3 1.75 1.75 5 Ponded water drawdown time (hr)Copy Item 6 in Form 4.2-1 48 48 6 Maximum ponding depth (ft)BMP specific, see Table 5-4 of the TGD for WQMP for BMP design details 7.0 7.0 7 Ponding Depth (ft)dBMP = Minimum of (1/12*Item 4*Item 5) or Item 6 7.0 7.0 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 5,064 *25,457 *Combined footprint 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 -- 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 31,673 49,458 16 Total Retention Volume from LID Infiltration BMPs: 81,131 (Sum of Items 14 and 15 for all infiltration BMP included in plan) 17 Fraction of DCV achieved with infiltration BMP: 101%Retention% = Item 16 / Form 4.2-1 Item 7 18 Is full LID DCV retained on-site (DA-1) with combination of hydrologic source control and LID retention and infiltration BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10; If no, then reduce Item 3, Factor of Safety to 2.0 and increase Item 8, Infiltrating Surface Area, such that the portion of the site area used for retention and infiltration BMPs equals or exceeds the minimum effective area thresholds (Table 5-7 of the TGD for WQMP) for the applicable category of development and repeat all above calculations. □ PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 • APPROX. LINEAR FOOTAGE = 772 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED= 31,632 CF • PIPE STORAGE VOLUME= 21,828 CF • BACKFILL STORAGE VOLUME= 9,845 CF • TOTAL STORAGE PROVIDED= 31,673 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 72" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. REVISION DESCRIPTION BY -----------------------127'-0"--------------------~ C ~1~NTECH® A~l~ .. IT~AU® ~i,-~~~ri i ~"'" ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS www.ContechES.com CONTECH I 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING ASSEMBLY SCALE: 1" = 20' DYO52663 Diversified Pacific Communities, Walnut Ave, CMP-1 Inf /Ret System Fontana, CA DETENTION SYSTEM PROJECT No.: SEQ. No.: DATE: Fontana 36789 52663 5/30/2024 DESIGNED: DRAWN: DYO DYO CHECKED: APPROVED: DYO DYO SHEET NO.: 1 PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 • APPROX. LINEAR FOOTAGE = 489 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED= 15,000 CF • PIPE STORAGE VOLUME= 9,601 CF • BACKFILL STORAGE VOLUME= 5,096 CF • TOTAL STORAGE PROVIDED= 14,697 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 60" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. REVISION DESCRIPTION i------------------------------------489'-0"----------------------------------" L~~-~-~~~~-~-~~~~-~-~~-~-~-~~-~-~~________, I C ~1~NTECH® ~i,- ENGINEERED SOLUTIONS LLC www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX BY A~l~ .. IT~AU® ~~~ri i ~"'" CMP DETENTION SYSTEMS CONTECH I DYODS DRAWING ASSEMBLY SCALE: 1" = 50' DYO52663 Diversified Pacific Communities, Walnut Ave, CMP-6 Inf /Ret System Fontana, CA DETENTION SYSTEM Fontana PROJECT No.: SEQ. No.: DATE: 36789 52663 12/18/2024 DESIGNED: DRAWN: DYO DYO CHECKED: APPROVED: DYO DYO SHEET NO.: 1 PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 •APPROX. LINEAR FOOTAGE= 123 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED = 3,870 CF • PIPE STORAGE VOLUME= 2,415 CF • BACKFILL STORAGE VOLUME= 1,309 CF • TOTAL STORAGE PROVIDED= 3,724 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 60" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223"" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. 9 LO C ~1~NTECH® ~i,- ENGINEERED SOLUTIONS LLC www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX REVISION DESCRIPTION BY A~l~ .. IT~AU® ~~~ri i ~"'" CMP DETENTION SYSTEMS CONTECH I DYODS DRAWING 123'-0" ASSEMBLY SCALE: 1" = 20' DYO52663 Diversified Pacific Communities, Walnut Ave, CMPs lnf/Ret System Fontana, CA DETENTION SYSTEM PROJECT No.: SEQ. No.: DATE: Fontana 36789 52663 1/24/2025 DESIGNED: DRAWN: DYO DYO CHECKED: APPROVED: DYO DYO SHEET NO.: 1 PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 • APPROX. LINEAR FOOTAGE = 528 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED = 45,000 CF • PIPE STORAGE VOLUME= 25,573 CF • BACKFILL STORAGE VOLUME= 9,835 CF • TOTAL STORAGE PROVIDED= 35,408 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 96" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. REVISION DESCRIPTION BY ~---------------------130'-0"---------------------~ ~ co C') C ~1~NTECH® ~i,- ENGINEERED SOLUTIONS LLC www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX A~l~ .. IT~AU® ~~~ri i ~"'" CMP DETENTION SYSTEMS CONTECH I DYODS DRAWING ASSEMBLY SCALE: 1" = 20' DYO52663 Diversified Pacific Communities, Walnut Ave, CMP-5 Inf /Ret System Fontana, CA DETENTION SYSTEM PROJECT No.: SEQ. No.: DATE: Fontana 36789 52663 1/15/2025 DESIGNED: DRAWN: DYO DYO CHECKED: APPROVED: DYO DYO SHEET NO.: 1 PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 • APPROX. LINEAR FOOTAGE= 521 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED = 45,000 CF • PIPE STORAGE VOLUME= 25,485 CF • BACKFILL STORAGE VOLUME= 9,642 CF • TOTAL STORAGE PROVIDED= 35,127 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 96" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. r-7 I 9 ( /] I 00 N -- _l__ _] I C ~1~NTECH® ~i,- ENGINEERED SOLUTIONS LLC www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX REVISION DESCRIPTION BY I I I A~l~ .. IT~AU® ~~~ri i ~"'" CMP DETENTION SYSTEMS CONTECH I DYODS DRAWING 172'-0" I I I ASSEMBLY SCALE: 1" = 20' I I I I I I I I I DYO52663 Diversified Pacific Communities, Walnut Ave, CMP-6 Inf /Ret System Fontana, CA DETENTION SYSTEM PROJECT No.: SEQ. No.: DATE: Fontana 36789 52663 1/15/2025 DESIGNED: DRAWN: DYO DYO CHECKED: APPROVED: DYO DYO SHEET NO.: 1 PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 • APPROX. LINEAR FOOTAGE = 623 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED = 45,000 CF • PIPE STORAGE VOLUME= 30,612 CF • BACKFILL STORAGE VOLUME= 11,467 CF • TOTAL STORAGE PROVIDED= 42,079 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 96" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. REVISION DESCRIPTION 9 co N ~-----------------------------------206'-0" ------------------------------------ I I I < I I I C ~1~NTECH® A~l~ .. IT~AU® ~i,-~~~ri i ~"'" ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS www.ContechES.com CONTECH I 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING BY I I ASSEMBLY SCALE: 1" = 20' I I I I DYO52663 Diversified Pacific Communities, Walnut Ave, CMP-7 Inf /Ret System Fontana, CA DETENTION SYSTEM PROJECT No.: Fontana 36789 DESIGNED: DYO CHECKED: DYO SHEET NO.: SEQ. No.: DATE: 52663 1/15/2025 DRAWN: DYO APPROVED: DYO 1 APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-28 Form 4.3-3 Infiltration LID BMP -Underground BMPs (DA 2) 1 Remaining LID DCV not met by site design HSC BMP (ft3): 80,125 ft3 From DA-2 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 (DMA2) 1-Contech CMP-2 DA-2 (DMA4) 10-Contech CMP- 4,11,12,13,14,15,16,20,21,22 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 5.95 5.95` 3 Infiltration safety factor See TGD Section 5.4.2 and Appendix D 3.4 3.4 4 Design percolation rate (in/hr)Pdesign = Item 2 / Item 3 1.75 1.75 5 Ponded water drawdown time (hr)Copy Item 6 in Form 4.2-1 48 48 6 Maximum ponding depth (ft)BMP specific, see Table 5-4 of the TGD for WQMP for BMP design details 7.0 7.0 7 Ponding Depth (ft)dBMP = Minimum of (1/12*Item 4*Item 5) or Item 6 7.0 7.0 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 4,640 *25,457 *Combined footprint 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 -- 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 23,726 60,310 16 Total Retention Volume from LID Infiltration BMPs: 84,036 (Sum of Items 14 and 15 for all infiltration BMP included in plan) 17 Fraction of DCV achieved with infiltration BMP: 105%Retention% = Item 16 / Form 4.2-1 Item 7 18 Is full LID DCV retained on-site (DA-1) with combination of hydrologic source control and LID retention and infiltration BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10; If no, then reduce Item 3, Factor of Safety to 2.0 and increase Item 8, Infiltrating Surface Area, such that the portion of the site area used for retention and infiltration BMPs equals or exceeds the minimum effective area thresholds (Table 5-7 of the TGD for WQMP) for the applicable category of development and repeat all above calculations. □ PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 • APPROX. LINEAR FOOTAGE = 578 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED= 23,724 CF • PIPE STORAGE VOLUME= 16,343 CF • BACKFILL STORAGE VOLUME= 7,383 CF • TOTAL STORAGE PROVIDED= 23,726 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 72" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. REVISION DESCRIPTION BY ~-----------------------143'-0"-----------------------~ ~ 0 ("') l___~-~-----------------~-----------------~------~----- C ~1~NTECH® A~l~ .. IT~AU® ~i,-~~~ri i ~"'" ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS www.ContechES.com CONTECH I 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING ASSEMBLY SCALE: 1" = 20' DYO52663 Diversified Pacific Communities, Walnut Ave, CMP-2 Inf /Ret System Fontana, CA DETENTION SYSTEM PROJECT No.: SEQ. No.: DATE: Fontana 36789 52663 5/30/2024 DESIGNED: DRAWN: DYO DYO CHECKED: APPROVED: DYO DYO SHEET NO.: 1 PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 • APPROX. LINEAR FOOTAGE = 489 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED= 15,000 CF • PIPE STORAGE VOLUME= 9,601 CF • BACKFILL STORAGE VOLUME= 5,096 CF • TOTAL STORAGE PROVIDED= 14,697 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 60" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. REVISION DESCRIPTION i------------------------------------489'-0"----------------------------------" L~~-~-~~~~-~-~~~~-~-~~-~-~-~~-~-~~________, I C ~1~NTECH® ~i,- ENGINEERED SOLUTIONS LLC www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX BY A~l~ .. IT~AU® ~~~ri i ~"'" CMP DETENTION SYSTEMS CONTECH I DYODS DRAWING ASSEMBLY SCALE: 1" = 50' DYO52663 Diversified Pacific Communities, Walnut Ave, CMP-6 Inf /Ret System Fontana, CA DETENTION SYSTEM Fontana PROJECT No.: SEQ. No.: DATE: 36789 52663 12/18/2024 DESIGNED: DRAWN: DYO DYO CHECKED: APPROVED: DYO DYO SHEET NO.: 1 PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 •APPROX. LINEAR FOOTAGE= 123 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED = 3,870 CF • PIPE STORAGE VOLUME= 2,415 CF • BACKFILL STORAGE VOLUME= 1,309 CF • TOTAL STORAGE PROVIDED= 3,724 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 60" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223"" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. 9 LO C ~1~NTECH® ~i,- ENGINEERED SOLUTIONS LLC www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX REVISION DESCRIPTION BY A~l~ .. IT~AU® ~~~ri i ~"'" CMP DETENTION SYSTEMS CONTECH I DYODS DRAWING 123'-0" ASSEMBLY SCALE: 1" = 20' DYO52663 Diversified Pacific Communities, Walnut Ave, CMPs lnf/Ret System Fontana, CA DETENTION SYSTEM PROJECT No.: SEQ. No.: DATE: Fontana 36789 52663 1/24/2025 DESIGNED: DRAWN: DYO DYO CHECKED: APPROVED: DYO DYO SHEET NO.: 1 PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 • APPROX. LINEAR FOOTAGE = 528 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED = 45,000 CF • PIPE STORAGE VOLUME= 25,573 CF • BACKFILL STORAGE VOLUME= 9,835 CF • TOTAL STORAGE PROVIDED= 35,408 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 96" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. REVISION DESCRIPTION BY ~---------------------130'-0"---------------------~ ~ co C') C ~1~NTECH® ~i,- ENGINEERED SOLUTIONS LLC www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX A~l~ .. IT~AU® ~~~ri i ~"'" CMP DETENTION SYSTEMS CONTECH I DYODS DRAWING ASSEMBLY SCALE: 1" = 20' DYO52663 Diversified Pacific Communities, Walnut Ave, CMP-5 Inf /Ret System Fontana, CA DETENTION SYSTEM PROJECT No.: SEQ. No.: DATE: Fontana 36789 52663 1/15/2025 DESIGNED: DRAWN: DYO DYO CHECKED: APPROVED: DYO DYO SHEET NO.: 1 PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 • APPROX. LINEAR FOOTAGE= 521 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED = 45,000 CF • PIPE STORAGE VOLUME= 25,485 CF • BACKFILL STORAGE VOLUME= 9,642 CF • TOTAL STORAGE PROVIDED= 35,127 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 96" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. r-7 I 9 ( /] I 00 N -- _l__ _] I C ~1~NTECH® ~i,- ENGINEERED SOLUTIONS LLC www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX REVISION DESCRIPTION BY I I I A~l~ .. IT~AU® ~~~ri i ~"'" CMP DETENTION SYSTEMS CONTECH I DYODS DRAWING 172'-0" I I I ASSEMBLY SCALE: 1" = 20' I I I I I I I I I DYO52663 Diversified Pacific Communities, Walnut Ave, CMP-6 Inf /Ret System Fontana, CA DETENTION SYSTEM PROJECT No.: SEQ. No.: DATE: Fontana 36789 52663 1/15/2025 DESIGNED: DRAWN: DYO DYO CHECKED: APPROVED: DYO DYO SHEET NO.: 1 PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 • APPROX. LINEAR FOOTAGE = 623 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED = 45,000 CF • PIPE STORAGE VOLUME= 30,612 CF • BACKFILL STORAGE VOLUME= 11,467 CF • TOTAL STORAGE PROVIDED= 42,079 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 96" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. REVISION DESCRIPTION 9 co N ~-----------------------------------206'-0" ------------------------------------ I I I < I I I C ~1~NTECH® A~l~ .. IT~AU® ~i,-~~~ri i ~"'" ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS www.ContechES.com CONTECH I 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING BY I I ASSEMBLY SCALE: 1" = 20' I I I I DYO52663 Diversified Pacific Communities, Walnut Ave, CMP-7 Inf /Ret System Fontana, CA DETENTION SYSTEM PROJECT No.: Fontana 36789 DESIGNED: DYO CHECKED: DYO SHEET NO.: SEQ. No.: DATE: 52663 1/15/2025 DRAWN: DYO APPROVED: DYO 1 APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-29 LID DCV retained onsite with Infiltration BMPs (20-Contech Chamber System, CMP- 1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22) from DA-1 & DA-2 combined: 165,167 CF which exceed the design capture volume (DCV) of 160,251 CF from the entire site TECHNICAL GUIDANCE DOCUMENT APPENDICES Worksheet H: Factor of Safety and Design Infiltration Rate and Worksheet Assigned Factor Product (p) Factor Category Factor Description Weight (w) Value (v) p=wxv Soil assessment methods 0.25 Predominant soil texture 0.25 A Suitability Site soil variability 0.25 Assessment Depth to groundwater/ impervious layer 0.25 Suitability Assessment Safety Factor, SA= LP Tributary area size 0.25 Level of pretreatmenU expected 0.25 sediment loads B Design Redundancy 0.25 Compaction during construction 0.25 Design Safety Factor, S8 = LP Combined Safety Factor, SrnT= SAx Ss Measured Infiltration Rate, inch/hr, KM (corrected for test-specific bias) Design Infiltration Rate , in/hr, KoESIGN = SrnT x KM Supporting Data Briefly describe infiltration test and provide reference to test forms: Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0. VII-35 May l9,2011 Map Unit Description : Soboba gravelly loamy sand, 0 to 9 percent slopes-San Bernardino County Southwestern Part, California San Bernardino County Southwestern Part, California SoC-Soboba gravelly loamy sand, 0 to 9 percent slopes USDA Natural Resources -Conservation Service Map Unit Setting National map unit symbol: hckt Elevation: 30 to 4,200 feet Mean annual precipitation: 10 to 20 inches Mean annual air temperature: 61 to 63 degrees F Frost-free period: 175 to 250 days Farmland classification : Not prime farmland Map Unit Composition Soboba and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Soboba Setting Landform: Alluvial fans Landform position (two-dimensional): Backslope Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape : Linear Parent material: Alluvium derived from granite Typical profile H1 -0 to 12 inches: gravelly loamy sand H2 -12 to 36 inches: very gravelly loamy sand H3 -36 to 60 inches: very stony sand Properties and qualities Slope: 0 to 9 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 in/hr} Depth to water table: More than 80 inches Frequency of flooding: Rare Frequency of ponding: None Maximum salinity: Nonsaline (0.0 to 1.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.2 inches) Interpretive groups Land capability classification (irrigated): 4s Land capability classification (nonirrigated): 6s Hydro/ogic Soil Group : A Ecological site : R019XG912CA-Sandy Fan Hydric soil rating: No Web Soil Survey National Cooperative Soil Survey 4/8/2024 Page 1 of 2 Map Unit Description : Soboba gravelly loamy sand, 0 to 9 percent slopes-San Bernardino County Southwestern Part, California Minor Components Unnamed Percent of map unit: 5 percent Hydric soil rating : No Delhi, fine sand Percent of map unit: 5 percent Hydric soil rating : No Tujunga, gravelly loam Percent of map unit: 3 percent Hydric soil rating : No Unnamed Percent of map unit: 2 percent Landform: Drainageways Hydric soil rating : Yes Data Source Information Soil Survey Area: San Bernardino County Southwestern Part, California Survey Area Data : Version 15, Aug 30, 2023 USDA Natural Resources Web Soil Survey -Conservation Service National Cooperative Soil Survey 4/8/2024 Page 2 of 2 APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-30 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 1 Remaining LID DCV not met by site design HSC or infiltration BMP (ft3): Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 – Form 4.3-3 Item 16 BMP Type(s)Compute runoff volume retention from proposed harvest and use BMP (Select BMPs from Table 5-4 of the TGD for WQMP) - Use additional forms for more BMPs DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Describe cistern or runoff detention facility 3 Storage volume for proposed detention type (ft3)Volume of cistern 4 Landscaped area planned for use of harvested stormwater (ft2) 5 Average wet season daily irrigation demand (in/day) Use local values, typical ~ 0.1 in/day 6 Daily water demand (ft3/day)Item 4 * (Item 5 / 12) 7 Drawdown time (hrs) Copy Item 6 from Form 4.2-1 8Retention Volume (ft3) Vretention = Minimum of (Item 3) or (Item 6 * (Item 7 / 24)) 9 Total Retention Volume (ft3) from Harvest and Use BMP Sum of Item 8 for all harvest and use BMP included in plan 10 Is the full DCV retained with a combination of LID HSC, retention and infiltration, and harvest and use BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10. If no, then re-evaluate combinations of all LID BMP and optimize their implementation such that the maximum portion of the DCV is retained on-site (using a single BMP type or combination of BMP types). If the full DCV cannot be mitigated after this optimization process, proceed to Section 4.3.4. □ □ APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-31 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 Not Applicable. The Site is using Infiltration BMPs for the full DCV mitigation. Form 4.3-5 Selection and Evaluation of Biotreatment BMP 1 Remaining LID DCV not met by site design HSC, infiltration, or harvest and use BMP for potential biotreatment (ft3): 0 Form 4.2-1 Item 7 - Form 4.3-2 Item 30 – Form 4.3-3 Item 16- Form 4.3-4 Item 9 List pollutants of concern Copy from Form 2.3-1. None 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. □ □ □ □ □ □ □ □ ................................................................................................................................................................................................................................ □ APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-32 Form 4.3-6 Volume Based Biotreatment– Bioretention and Planter Boxes with Underdrains Biotreatment BMP Type (Bioretention w/underdrain, planter box w/underdrain, other comparable BMP) DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 1 Pollutants addressed with BMP List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in Table 5-5 of the TGD for WQMP 2 Amended soil infiltration rate Typical ~ 5.0 3 Amended soil infiltration safety factor Typical ~ 2.0 4 Amended soil design percolation rate (in/hr)Pdesign = Item 2 / Item 3 5 Ponded water drawdown time (hr)Copy Item 6 from Form 4.2-1 6 Maximum ponding depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 7 Ponding Depth (ft)dBMP = Minimum of (1/12 * Item 4 * Item 5) or Item 6 8 Amended soil surface area (ft2) 9 Amended soil depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 10 Amended soil porosity,n 11 Gravel depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details 12 Gravel porosity,n 13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 14 Biotreated Volume (ft3)Vbiotreated = Item 8 * [(Item 7/2) + (Item 9 * Item 10) +(Item 11 * Item 12)+ (Item 13 * (Item 4 / 12))] 15 Total biotreated volume from bioretention and/or planter box with underdrains BMP: Sum of Item 14 for all volume-based BMPs included in this form APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-33 Form 4.3-7 Volume Based Biotreatment– Constructed Wetlands and Extended Detention Biotreatment BMP Type Constructed wetlands, extended wet detention, extended dry detention, or other comparable proprietary BMP. If BMP includes multiple modules (e.g. forebay and main basin), provide separate estimates for storage and pollutants treated in each module. DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) Forebay Basin Forebay Basin 1 Pollutants addressed with BMP forebay and basin List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in Table 5-5 of the TGD for WQMP 2 Bottom width (ft) 3 Bottom length (ft) 4 Bottom area (ft2)Abottom = Item 2 * Item 3 5 Side slope (ft/ft) 6 Depth of storage (ft) 7 Water surface area (ft2) Asurface =(Item 2 + (2 * Item 5 * Item 6)) * (Item 3 + (2 * Item 5 * Item 6)) 8 Storage volume (ft3)For BMP with a forebay, ensure fraction of total storage is within ranges specified in BMP specific fact sheets, see Table 5-6 of the TGD for WQMP for reference to BMP design details V =Item 6 / 3 * [Item 4 + Item 7 + (Item 4 * Item 7)^0.5] 9 Drawdown Time (hrs) Copy Item 6 from Form 2.1 10 Outflow rate (cfs) QBMP = (Item 8forebay + Item 8basin) / (Item 9 * 3600) 11 Duration of design storm event (hrs) 12 Biotreated Volume (ft3) Vbiotreated = (Item 8forebay + Item 8basin) +( Item 10 * Item 11 * 3600) 13 Total biotreated volume from constructed wetlands, extended dry detention, or extended wet detention : (Sum of Item 12 for all BMP included in plan) APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-34 Form 4.3-8 Flow Based Biotreatment Biotreatment BMP Type Vegetated swale, vegetated filter strip, or other comparable proprietary BMP DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 1 Pollutants addressed with BMP List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in TGD Table 5-5 2 Flow depth for water quality treatment (ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 3 Bed slope (ft/ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 4 Manning's roughness coefficient 5 Bottom width (ft) bw = (Form 4.3-5 Item 6 * Item 4) / (1.49 * Item 2^1.67 * Item 3^0.5) 6 Side Slope (ft/ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 7 Cross sectional area (ft2) A = (Item 5 * Item 2) + (Item 6 * Item 2^2) 8 Water quality flow velocity (ft/sec) V = Form 4.3-5 Item 6 / Item 7 9 Hydraulic residence time (min) Pollutant specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details 10 Length of flow based BMP (ft) L = Item 8 * Item 9 * 60 11 Water surface area at water quality flow depth (ft2) SAtop = (Item 5 + (2 * Item 2 * Item 6)) * Item 10 APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-35 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, DA2) 1 Total LID DCV for the Project DA-1 & DA2 (ft3): 160,251 ft3 Copy Item 7 in Form 4.2-1 2 On-site retention with site design hydrologic source control LID BMP (ft3): 0 ft3 Copy Item 30 in Form 4.3-2 3 On-site retention with LID infiltration BMP (ft3): 165,167 ft3 Copy Item 16 in Form 4.3-3 4 On-site retention with LID harvest and use BMP (ft3): 0 ft3 Copy Item 9 in Form 4.3-4 5 On-site biotreatment with volume based biotreatment BMP (ft3): 0 ft3 Copy Item 3 in Form 4.3-5 6 Flow capacity provided by flow based biotreatment BMP (cfs): 0 ft3 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 ~ □ □ □ □ □ □ □ APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-36 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 , N/A 1 Volume reduction needed for HCOC performance criteria (ft3): (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 I □ - □ □ □ □ □ '--- □ □ □ □ APN: 0243-142-01 Water Quality Management Plan (WQMP) 4-37 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). APN: 0243-142-01 Water Quality Management Plan (WQMP) 5-1 Section 5 Inspection and Maintenance Responsibility for Post Construction BMP All BMP included as part of the project WQMP are required to be maintained through regular scheduled inspection and maintenance (refer to Section 8, Post Construction BMP Requirements, in the TGD for WQMP). Fully complete Form 5-1 summarizing all BMP included in the WQMP. Attach additional forms as needed. The WQMP shall also include a detailed Operation and Maintenance Plan for all BMP and may require a Maintenance Agreement (consult the jurisdiction’s LIP). If a Maintenance Agreement is required, it must also be attached to the WQMP. Form 5-1 BMP Inspection and Maintenance (use additional forms as necessary) BMP Reponsible Party(s)Inspection/ Maintenance Activities Required Minimum Frequency of Activities Contech Infiltration/Reten tion Chamber System (CMP-1 through CMP-22) Education of Property Owners, Tenants and Occupants on Stormwater BMPs (N1) Landscape maintenance (N3) BMP maintenance (N4) Litter debris control program (N11) Diversified Pacific Communities Diversified Pacific Communities Diversified Pacific Communities Diversified Pacific Communities Diversified Pacific Communities Inspect Contech Chambers through the manhole to determine the depth of sediment. Follow local and OSHA rules for a confined space entry. JetVac maintenenace is recommended if sediment accumulation depth exceed 3” Practical education materials will be provided to property owners covering various water quality issues that will need to be addressed on their specific site. These materials will include general good house keeping practices that contribute to the protection of storm water quality and BMP’s that eliminate or reduce pollution during property improvements. Landscape planning is implemented to reduce groundwater and storm water contamination. This will be accomplished through an infiltration basin, and landscape areas. See BMP fact sheets and Table 5-1 details hereon Litter debris control program may be developed by City of Upland Immidiately after construction Thereafter Bi-annual inspection Ongoing Monthly Ongoing with every visit Ongoing with every visit APN: 0243-142-01 Water Quality Management Plan (WQMP) 5-2 Employee training (N12) Catch basin/Grate Inlet inspection program (N14) Provide storm drain system stencilling and signage (S1) Use efficient irrigation systems & landscape design, water conservation, smart controllers, and source control (S4 Finish grade of landscaped areas at a minimum of 1-2 inches below top of curb, sidewalk, or pavement (S5) Street Sweeping /Vacuuming (N15) Diversified Pacific Communities Diversified Pacific Communities Diversified Pacific Communities Diversified Pacific Communities Diversified Pacific Communities Diversified Pacific Communities Employee training may be developed by the owner/HOA Catch basins/Grate Inlets will be inspected a minimum of once every three months during the dry season and a minimum of once every week or at each rain event during the rainy season. Signs will be placed above storm drain inlets to warn the public of prohibitions against waste disposal Rain sensors will be incorporated into the onsite sprinkler system so that no unnecessary watering of landscaped areas occurs after storm events. New landscaped areas will be constructed at a minimum of 1 inch below existing paved areas Street sweeping and Vaccuming As stated Place at grate installation and inspect once a year Inspect once a year Once a year or according to Manufacturer Manuals Once a year Bi-Monthly APN: 0243-142-01 Water Quality Management Plan (WQMP) 5-3 . APN: 0243-142-01 Water Quality Management Plan (WQMP) 6-4 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 APN: 0243-142-01 Water Quality Management Plan (WQMP) 6-5 Section 6 WQMP Certification 6.1 Certification “This Water Quality Management Plan has been prepared for Spiegel Development, Inc. by Allard Engineering. It is intended to comply with the requirements of the City of Fontana requiring the preparation of a Water Quality Management Plan (WQMP). The undersigned is aware that Best Management Practices (BMPs) are enforceable pursuant to the City’s Water Quality Ordinance No. 3587. 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 Stormwater 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.” Spiegel Development, Inc. By:________________________ Date: ________________________ Name: Its:Diversified Pacific Communities Applicant’s Telephone Number: (909) 481-1150 APN: 0243-142-01 Water Quality Management Plan (WQMP) 6-6 Certifications I certify under penalty of law that this document and all the attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those persons directly responsible for gathering the information, the information submitted is to the best of my knowledge and belief, true, accurate and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations Developer’s Project Engineer Signature _____________________________________________________ Signature Date I/we certify that I/we am/are the legal owner of the project and hereby accept the responsibility for the implementation of the provisions of the SWQMP as long as I/we retain ownership of this property and that upon the sale of this land, I/we will deliver this plan to the future owner and inform him of the requirement to implement the plan. Owner(s) Signature Spiegel Development, Inc. By:________________________ Date: ________________________ Name: Its:Diversified Pacific Communities Applicant’s Telephone Number: (909) 481-1150 For the use by City of Fontana Environmental Section Approval of SWQMP I, and /or personnel acting under my direction and supervision, have reviewed this SWQMP and find that it meets the requirements set forth in the City of Fontana’s Storm Water Ordinance. Acceptance or approval of this Storm Water Quality Management Plan in no way precludes the authority of this agency to require modification to the plan as conditions warrant nor does this agency take responsibility for performance of BMP’s provided for in the plan. _______________________________ _______________________ Signature Date of SWQMP approval RECORDING REQUESTED BY: CITY OF FONTANA ENGINEERING DEPARTMENT 8353 SIERRA AVENUE, FONTANA CA 92335 SPACE ABOVE FOR RECORDER'S USE ONLY Memorandum of Agreement for Water Quality Management Plan and Storm Water BMP Transfer. Access and Maintenance OWNER/ APPLICANT NAME: PROPERTY ADDRESS: APN: THIS Memorandum of Agreement hereinafter referred to as "Agreement" is made and entered on this ____ day of ________ _, __________ by the undersigned herein after referred to as "Owner" and the City of Fontana, a municipal corporation, located in the County of San Bernardino, State of California hereinafter referred to as "CITY"; WHEREAS, the Owner owns real property ("Property") in the City of Fontana, County of San Bernardino, State of California, more specifically described in Exhibit "A" and depicted in Exhibit "B", each of which exhibits is attached hereto and incorporated herein by this reference; WHEREAS, at the time of initial approval of development project within the Property described above, the City required the project to employ Best Management Practices, hereinafter referred to as "BMPs," to minimize pollutants in urban runoff; WHEREAS, the Owner has chosen to install and/or implement BMPs as described in the Water Quality Management Plan as described in Exhibit "C" and on file with the City, hereinafter referred to as "WQMP", to minimize pollutants in urban runoff and to minimize other adverse impacts of urban runoff; WHEREAS, said WQMP has been certified by the Owner and reviewed and approved by the City; WHEREAS, said BMPs, with installation and/or implementation on private property and draining only private property, are part of a private facility with all maintenance or replacement, therefore, the sole responsibility of the Owner; WHEREAS, the Owner is aware that periodic and continuous maintenance, including, but not necessarily limited to, filter material replacement and sediment removal, is required to assure peak performance of all BMPs in the WQMP and that, furthermore, such maintenance activity will require compliance with all Local, State, or Federal laws and regulations, including those pertaining to confined space and waste disposal methods, in effect at the time such maintenance occurs; Page 1 of 7 NOW THEREFORE, it is hereby agreed by the Owner as follows: 1. Owner hereby provides the City of City's designee complete access, of any duration, to the BMPs and their immediate vicinity at any time, upon reasonable notice, or in the event of emergency, as determined by City's Director of Public Works no advance notice, for the purpose of inspection, sampling, testing of the Device, and in case of emergency, to undertake all necessary repairs or other preventative measures at owner's expense as provided in paragraph 3 below. City shall make every effort at all times to minimize or avoid interference with Owner's use of the Property. 2. Owner shall use its best efforts diligently to maintain all BMPs in a manner assuring peak performance at all times. All reasonable precautions shall be exercised by Owner and Owner's representative or contractor in the removal and extraction of any material(s) from the BMPs and the ultimate disposal of the material(s) in a manner consistent with all relevant laws and regulations in effect at the time. As may be requested from time to time by the City, the Owner shall provide the City with documentation identifying the material(s) removed, the quantity, and disposal destination. 3. In the event Owner, or its successors or assigns, fails to accomplish the necessary maintenance contemplated by this Agreement, within five (5) days of being given written notice by the City, the City is hereby authorized to cause any maintenance necessary to be done and charge the entire cost and expense to the Owner or Owner's successors or assigns, including administrative costs, attorneys fees and interest thereon at the maximum rate authorized by the Civil Code from the date of the notice of expense until paid in full. 4. the Owner agrees to hold the City, its officials, officers, employees, volunteers, and agents free and harmless from any and all claims, demands, causes of action, costs, expenses, liability, loss, damage, or injury, in law or equity, to property or persons, arising from the imposition of the plan by the City; 5. The City may require the owner to post security in form and for a time period satisfactory to the city to guarantee the performance of the obligations state herein. Should the Owner fail to perform the obligations under the Agreement, the City may, in the case of a cash bond, act for the Owner using the proceeds from it, or in the case of a surety bond, require the sureties to perform the obligations of the Agreement. As an additional remedy, the Director may withdraw any previous storm water-related approval with respect to the property on which BMPs have been installed and/or implemented until such time as Owner repays to City its reasonable costs incurred in accordance with paragraph 3 above. 6. This agreement shall be recorded in the Office of the Recorder of San Bernardino County, California, at the expense of the Owner and shall constitute notice to all successors and assigns of the title to said Property of the obligation herein set forth, and also a lien in such amount as will fully reimburse the City, including interest as herein above set forth, subject to foreclosure in event of default in payment. 7. In event of legal action occasioned by any default or action of the Owner, or its successors or assigns, then the Owner and its successors or assigns agree(s) to pay all costs incurred by the City in enforcing the terms of this Agreement, including reasonable attorney's fees and costs, and that the same shall become a part of the lien against said Property. Page 2 of 7 8. It is the intent of the parties hereto that burdens and benefits herein undertaken shall constitute covenants that run with said Property and constitute a lien there against. 9. The obligations herein undertaken shall be binding upon the heirs, successors, executors, administrators and assigns of the parties hereto. The term "Owner" shall include not only the present Owner, but also its heirs, successors, executors, administrators, and assigns. Owner shall notify any successor to title of all or part of the Property about the existence of this Agreement. Owner shall provide such notice prior to such successor obtaining an interest in all or part of the Property. Owner shall provide a copy of such notice to the City at the same time such notice is provided to the successor. 10. This Agreement shall not be amended, modified or terminated without the prior written consent of the City, which consent to be effective, shall be contained in a document executed by the City and recorded against the Real Property. OWNER: Owner/Applicant Name: Owner/ Applicant Signature: Date: NOTARY Notary acknowledgement is required for recordation (attach appropriate acknowledgement). Page 3 of 7 (INSERT NOTARY ACKNOWLEDGEMENT PAGE HERE) Page 4 of 7 EXHIBIT A (Legal Description) Page 5 of 7 EXHIBIT B (Map/illustration) Page 6 of 7 EXHIBIT C WQMP Exhibit Page 7 of 7 KNOX AVE. WA L N U T S T R E E T 36 2 37 72 * ae Prepared For: Fax (909) 356-1795PHONE (909) 356-1815 Prepared By: ALLARD ENGINEERING Fontana, California 92335 16866 Seville Avenue Civil Engineering - Land Surveying - Land Planning WALNUT & S. HIGHLAND APN: 0243-142-01 DIVERSIFIED PACIFIC C O M M U N I T I E S CMP-19 CMP-17 CM P - 1 8 CMP-20 CM P - 2 1 CMP-22 CM P - 1 CM P - 2 CM P - 5 CM P - 6 CM P - 7 CM P - 8 CM P - 9 CM P - 1 0 CM P - 1 1 CM P - 1 2 CM P - 1 3 CM P - 1 4 CM P - 1 5 CM P - 1 6 CMP-3 CMP-4 8 <i: a 1-- 0 --' a... DRAINAGE AREA AREA PROPOSED (DA-1) WEST AREA BMP DMA-1 6.0 AC CONTECH CMP-1 CONTECH CMP-J DMA-3 9.2 AC CONTECH CMP-5 TO 10 CONTECH CMP-17 TO 19 (DA-1) WEST AREA 15.2 AC DRAINAGE AREA AREA PROPOSED (DA-1) EAST AREA BMP DMA-2 4.5 AC CONTECH CMP-2 CONTECH CMP-4 DMA-4 10.7 AC CONTECH CMP-11 TO 16 CONTECH CMP-20 TO 22 (DA-1) EAST AREA 15.2 AC SCALE: 1 "=240' LATITUDE & LONGITUDE 34.1309 N, -117.4619 W J1,629 48,497 80,126 CF DESIGN CAPTIJRE VOL (CF) 2J,721 56,404 80,125 CF J1,67J 49,458 81,131 CF PR0"1D~D VOL (CF 2J,726 60,J10 84,036 CF r-='--+---_.. ----------.___ __ I I 1. I I' 0 EDUCATION OF PROPERTY OWNERS @sroRM DRAIN SIGNAGE (SD-1.3) 0 ACTIVITY RESTRICTIONS @ INLET GRATE-TRASH RACK 0 NOT USED @ TRASH STORAGE AREAS (SD-.32) "'TRAINING/EDUCATION PROGRAM @RET/INF CHAMBER SYSTEM-1 THROUGH 6 \!:!:...) (CONTECH CMP-1 THROUGH 6) ® DRIVEWAY/PARKING LOT VACUUM SWEEPING LEGEND: 0 CATCH BASIN/GRATE INLET INSPECTION 0 LANDSCAPE PLANNING (SD-1O) DMA-1 ® 15 0 ac DRAINAGE MANAGEMENT AREA NUMBER 8 ROOF RUNOFF CONTROLS (SD-11) , ~---~ ---PROPOSED ONSITE STORM DRAIN ■ DRAIN INLET ® EFFICIENT IRRIGAION (SD-12) ---gM~til$tA?ENT AREA - • • -DRAINAGE AREA BOUNDARY (DA-1,2) -FLOW DIRECTION \ \ \ \ I -_J CITY OF FONTANA. CALIFORNIA DlltffiSIFIEO PAOFIC COMMUNITIES 10621 CIVIC CENTER ORIVE RANCHO CUCAMONGA, CA 91730 PH: (909) 481-1150 WQMP EXHIBIT Filename: I: \Diversified Pacific Communities \Walnut Fontana \DWG's \ENTITLEMENT\EXHIBITS\WQMP-EXHIBIT 1-15- 4/8/24, 12 :47 PM Web Soil Survey Contact Us I Subscribe m I Archived Soil Surveys Soil Survey Status Glossary I Preferences I Link Logout I Help IAIAIAI Area of Interest (AOI) Soil Map Soil Data Explorer Download Soils Data Shopping Cart (Free) I Search Map Unit Legend San Bernardino County Southwestern Part, California (CA677) San Bernardino County Southwestern Part, California (CA677) Map Unit Symbol soc TvC Map Unit Name Soboba gravelly loamy sand, 0 to 9 percent slopes Tujunga gravelly loamy sand, 0 to 9 percent slopes Totals for Area of Interest Acres Percent of in AOI AOI 7.5 27.1% 20.3 72.9% 27.8 100.0% Printable Version ! Add to Shopping Cart ! Soil Map Warning: Soil Map may not be valid at this scale. You have zoorred in beyond the scale at which the soil map for this area is intended to be used. Mapping of soils is done at a particular scale . The soil surveys that comprise your AOI were mapped at 1:24 ,000 . The design of map units and the level of detail shown in the resulting soil map are dependent< that map scale . Enlargerrent of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placerrent . The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale . FOIA I Accessibility Statement I Privacy Policy I Non-Discrinination Staterrent I Information Quality I USA .gov I White House https ://w ebsoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx 1 /1 Map Unit Description : Soboba gravelly loamy sand, 0 to 9 percent slopes-San Bernardino County Southwestern Part, California San Bernardino County Southwestern Part, California SoC-Soboba gravelly loamy sand, 0 to 9 percent slopes USDA Natural Resources -Conservation Service Map Unit Setting National map unit symbol: hckt Elevation: 30 to 4,200 feet Mean annual precipitation: 10 to 20 inches Mean annual air temperature: 61 to 63 degrees F Frost-free period: 175 to 250 days Farmland classification : Not prime farmland Map Unit Composition Soboba and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Soboba Setting Landform: Alluvial fans Landform position (two-dimensional): Backslope Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape : Linear Parent material: Alluvium derived from granite Typical profile H1 -0 to 12 inches: gravelly loamy sand H2 -12 to 36 inches: very gravelly loamy sand H3 -36 to 60 inches: very stony sand Properties and qualities Slope: 0 to 9 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 in/hr} Depth to water table: More than 80 inches Frequency of flooding: Rare Frequency of ponding: None Maximum salinity: Nonsaline (0.0 to 1.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.2 inches) Interpretive groups Land capability classification (irrigated): 4s Land capability classification (nonirrigated): 6s Hydro/ogic Soil Group : A Ecological site : R019XG912CA-Sandy Fan Hydric soil rating: No Web Soil Survey National Cooperative Soil Survey 4/8/2024 Page 1 of 2 Map Unit Description : Soboba gravelly loamy sand, 0 to 9 percent slopes-San Bernardino County Southwestern Part, California Minor Components Unnamed Percent of map unit: 5 percent Hydric soil rating : No Delhi, fine sand Percent of map unit: 5 percent Hydric soil rating : No Tujunga, gravelly loam Percent of map unit: 3 percent Hydric soil rating : No Unnamed Percent of map unit: 2 percent Landform: Drainageways Hydric soil rating : Yes Data Source Information Soil Survey Area: San Bernardino County Southwestern Part, California Survey Area Data : Version 15, Aug 30, 2023 USDA Natural Resources Web Soil Survey -Conservation Service National Cooperative Soil Survey 4/8/2024 Page 2 of 2 EN G I N E E R S + GE O L O G I S T S + EN V I R O N M E N T A L S C I E N T I S T S PRELIMINARY GEOTECHNICAL EVALUATION DISTRICT PROPERTY 1, 28.7 ACRES ON KNOX AVENUE NORTH OF WALNUT STREET AND SOUTH OF S. HIGHLAND AVENUE CITY OF FONTANA, SAN BERNARDINO COUNTY, CALIFORNIA FONTANA INVESTMENT 2023, LLC August 16, 2023 J.N. 23-202 ENGINEERS + GEOLOGISTS + ENVIRONMENTAL SCIENTISTS Offices Strategically Positioned Throughout Southern California RIVERSIDE COUNTY OFFICE 40880 County Center Drive, Suite M, Temecula, CA 92591 T: 951.600.9271 F: 951.719.1499 For more information visit us online at www.petra-inc.com August 16, 2023 J.N. 23-202 FONTANA INVESTMENT 2023, LLC 10621 Civic Center Drive Rancho Cucamonga, California 91730 Attention: Mr. Nolan Leggio Subject: Preliminary Geotechnical Evaluation: District Property 1, 28.7 Acres on Knox Avenue North of Walnut Street and South of S. Highland Avenue, City of Fontana, San Bernardino County, California Dear Mr. Leggio: Petra Geosciences, Inc. (Petra) is submitting herewith our preliminary geotechnical evaluation report for the proposed development of mostly undeveloped land on Knox Avenue, between S. Highland Avenue and Walnut Street, in the city of Fontana, San Bernardino County, California. This work was performed in general accordance with the scope of work outlined in our Proposal No. 23-202P, dated May 11, 2023. This report presents the results of our field exploration, infiltration evaluation, the requirements of the 2022 California Building Code (CBC) and our engineering judgment, opinions, conclusions, and recommendations pertaining to geotechnical design aspects for the proposed development. It has been a pleasure to be of service to you on this project. Should you have questions regarding the contents of this report or should you require additional information, please contact this office. Respectfully submitted, PETRA GEOSCIENCES, INC. Edward Lump, CEG Grayson R. Walker, GE Associate Geologist Principal Engineer ~ ' PETRA • SOLID ASA ROCK GEOSCIENCES'"0 c:::::= 0.0- FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 TABLE OF CONTENTS Page INTRODUCTION ......................................................................................................................................................... 1 PURPOSE AND SCOPE OF SERVICES ..................................................................................................................... 1 SITE LOCATION AND DESCRIPTION ..................................................................................................................... 2 Historic Land Use .............................................................................................................................................. 2 PROPOSED DEVELOPMENT .................................................................................................................................... 3 Literature Review ............................................................................................................................................... 3 Subsurface Exploration ...................................................................................................................................... 3 Laboratory Testing ............................................................................................................................................. 4 FINDINGS .................................................................................................................................................................... 4 Regional Geologic Setting ................................................................................................................................. 4 Local Geology and Subsurface Soil Conditions ................................................................................................. 4 Surface Water ..................................................................................................................................................... 5 Groundwater ....................................................................................................................................................... 6 Faulting .............................................................................................................................................................. 7 Seismic Design Parameters ................................................................................................................................ 7 Discussion ........................................................................................................................................................ 10 CONCLUSIONS ......................................................................................................................................................... 11 Site Suitability .................................................................................................................................................. 11 Primary Geologic/Geotechnical Considerations .................................................................................................... 11 Groundwater ..................................................................................................................................................... 11 Fault Rupture .................................................................................................................................................... 11 Strong Ground Motions .................................................................................................................................... 11 Liquefaction, Landslides and Secondary Seismic Effects ................................................................................ 11 Compressible Soils ........................................................................................................................................... 12 Flooding ........................................................................................................................................................... 12 EARTHWORK RECOMMENDATIONS .................................................................................................................. 12 Earthwork Criteria ............................................................................................................................................ 12 Geotechnical Observations and Testing ........................................................................................................... 12 Clearing and Grubbing ..................................................................................................................................... 13 Excavation Characteristics ............................................................................................................................... 13 Ground Preparation - General ................................................................................................................................ 14 Unsuitable Soil Removals ................................................................................................................................ 14 Ground Preparation - Roadways ...................................................................................................................... 15 Cut Lots ............................................................................................................................................................ 15 Cut-Fill Transition Lots/Building Pads ............................................................................................................ 16 Suitability of Site Soils as Fill .......................................................................................................................... 16 Fill Placement .................................................................................................................................................. 16 Import Soils for Grading .................................................................................................................................. 16 Shrinkage and Subsidence ................................................................................................................................ 16 Temporary Excavations.................................................................................................................................... 17 FOUNDATION DESIGN RECOMMENDATIONS .................................................................................................. 17 Allowable Soil Bearing Capacities................................................................................................................... 17 Estimated Footing Settlement .......................................................................................................................... 18 Lateral Resistance ............................................................................................................................................ 18 Guidelines for Footings and Slabs on-Grade Design and Construction ................................................................. 18 Conventional Slab-on-Ground Foundation System .......................................................................................... 19 Footing Observations ....................................................................................................................................... 21 PRELIMINARY PAVEMENT DESIGN RECOMMENDATIONS .......................................................................... 22 General Corrosivity Screening ............................................................................................................................... 22 .PETRA ~ GEOSC I EN C ES 0•0 • SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 TABLE OF CONTENTS Page Exterior Concrete Flatwork .................................................................................................................................... 24 General ............................................................................................................................................................. 24 Subgrade Preparation ....................................................................................................................................... 24 Thickness and Joint Spacing ............................................................................................................................ 25 Reinforcement .................................................................................................................................................. 26 Edge Beams (Optional) .................................................................................................................................... 26 Drainage ........................................................................................................................................................... 26 Tree Wells ........................................................................................................................................................ 27 INFILTRATION TEST RESULTS ............................................................................................................................. 27 POST-GRADING RECOMMENDATIONS .............................................................................................................. 27 Site Drainage .................................................................................................................................................... 27 Slope Landscaping and Maintenance ............................................................................................................... 28 Utility Trenches ................................................................................................................................................ 29 Retaining Walls ...................................................................................................................................................... 29 Footing Embedment ......................................................................................................................................... 29 Allowable Bearing Values and Lateral Resistance .......................................................................................... 30 Active Earth Pressures ..................................................................................................................................... 30 Earthquake Loads ............................................................................................................................................. 31 Geotechnical Observation and Testing ............................................................................................................. 31 Backdrains ........................................................................................................................................................ 31 Waterproofing .................................................................................................................................................. 32 Temporary Excavations.................................................................................................................................... 32 Wall Backfill .................................................................................................................................................... 32 Masonry Block Screen Walls ................................................................................................................................. 32 Construction On or Near the Tops of Descending Slopes ................................................................................ 32 Construction on Level Ground ......................................................................................................................... 33 Construction Joints ........................................................................................................................................... 33 CONSTRUCTION SERVICES ................................................................................................................................... 33 LIMITATIONS ........................................................................................................................................................... 33 REFERENCES ............................................................................................................................................................ 35 ATTACHMENTS FIGURES RW-1 – RW-3 – RETAINING WALL DETAILS FIGURE 1 – SITE LOCATION MAP FIGURE 2 – EXPLORATION LOCATION MAP APPENDICES APPENDIX A – FIELD EXPLORATION LOGS (TEST PITS) APPENDIX B – LABORATORY TEST PROCEDURES / LABORATORY DATA SUMMARY APPENDIX C – SEISMIC DESIGN PARAMETERS APPENDIX D – INFILTRATION TEST RESULTS APPENDIX E – STANDARD GRADING SPECIFICATIONS .PETRA ~ GEOSC I EN C ES 0•0 • SOLID AS A ROCK PRELIMINARY GEOTECHNICAL EVALUATION DISTRICT PROPERTY 1, 28.7 ACRES ON KNOX AVENUE NORTH OF WALNUT STREET AND SOUTH OF W. HIGHLAND AVENUE CITY OF FONTANA, SAN BERNARDINO COUNTY, CALIFORNIA INTRODUCTION Petra Geosciences, Inc. (Petra) is presenting herein the results of our updated geotechnical evaluation for the subject 28.7-acre site, which is mostly undeveloped property. Our geotechnical evaluation included a review of regional geological maps published by the California Geological Survey (CGS) and other sources that encompass the site, including review of limited historic aerial photos and online imagery (Google Earth Imagery, 1994-2022) in the vicinity of the project site. The scope of work included the excavation of 11 exploratory test pits and 1 infiltration test pit within the subject property. PURPOSE AND SCOPE OF SERVICES The purposes of this phase of evaluation were to obtain information on the subsurface geologic and soil conditions within the project area, assess a preliminary infiltration rate in anticipated basin location, evaluate the field and laboratory data, and provide conclusions and recommendations for design and construction of the proposed building and other site improvements, as influenced by the subsurface conditions. The scope of our evaluation consisted of the following: • Reconnaissance of the site to evaluate existing conditions. • Review of available published and unpublished data and maps concerning geologic and soil conditions within and adjacent to the site which could have an impact on the proposed improvements. • Excavation of 11 exploratory test pits, utilizing a rubber tire backhoe, to evaluate the stratigraphy of the subsurface soils and collect representative bulk samples for laboratory testing. • Excavate 1 percolation test pit, utilizing a rubber-tired backhoe, to measure infiltration rates. • Log and visually classify soil materials encountered in the borings in accordance with the Unified Soil Classification System. • Conduct laboratory testing of representative samples (bulk) obtained from the test pits to determine their engineering properties. • Perform engineering and geologic analysis of the data with respect to the proposed improvements. • Preparation of this report, including pertinent figures and appendices, presenting the results of our evaluation and recommendations for the proposed improvements in general conformance with the requirements of the 2022 California Building Code (CBC), as well as in accordance with applicable local jurisdictional requirements. ~PETRA ~ GEOSCIENCES"'~ SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 2 SITE LOCATION AND DESCRIPTION The subject property is a mostly vacant site located on both sides of Knox Avenue, between S. Highland Avenue on the north and Walnut Street on the south, in the city of Fontana, San Bernardino County, California. The site is bounded by vacant and residential land to the north with S. Highland Avenue beyond; residential tract development to the east; Walnut Street to the south; and residential tract development to the west. At this time, Knox Avenue is asphalt paved south of S. Highland Avenue for a distance of approximately 650 feet to provide access to three occupied residences, which are not a part of the subject property. Wooden poles and overhead lines are located along the east side of Knox Avenue. The poles and lines step over to the east portion of the property near the pavement end of Knox Avenue and continue south to Walnut Street. Concrete slabs, concrete rubble, and a fenced mobile classroom trailer were observed in the northern portion of the subject property. A site location map is included as Figure 1. The subject site is comprised of 32 contiguous parcels encompassing approximately 28.7 acres. Vegetation consists predominantly of uniform native grasses and weeds. Trees are scattered in the northeast portion of the subject site. Dirt roads exist along the northeast and east edges of the subject property. An earthen berm has been placed at the south end of pavement to Knox Avenue; however, remnants of a dirt road continue south to Walnut Street. Chain-link fencing bounds the subject site on the south, with a sidewalk beyond along Walnut Street. A concrete block wall bounds the property on the west. Assorted fences/walls bound the subject site on the east. No fencing exists along S. Highland Avenue. A plan showing recent surface conditions of the subject site is included as Figure 2. Historic Land Use Information obtained during the concurrent Phase I Environmental Site Assessment indicated that the subject property appeared to have been mostly undeveloped land with native vegetation from at least 1938 to the present. One or two buildings were noted in an aerial photograph within the northeastern portion of the subject site from at least 1949. The number increased to four by 1953. Two runways associated with Gilfillan Airport were observed directly west of the subject property also in 1953. The land surrounding the subject property was either undeveloped, residential or (to a lesser extent) agricultural. Five (or possibly 6) buildings were observed in the northeast corner of the subject site by 1959. One residence was also noted onsite in 1959, on the west side of Knox Avenue near the north central property boundary. The north runway of the adjacent airport was marked an “X” and “CLOSED” in 1959. In 1966, there appeared to be three buildings in the northeast area of the subject site, and one along Knox Avenue. In 1985, the south portion of the subject property was cleared of vegetation and contained what appeared to be stockpiled material (soils or vegetation). The area may have also been mass graded. The onsite residence on Knox Avenue 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 3 appears to have had a swimming pool in 1985. Also in 1985, both runways west of the subject site were labeled with an “X” (i.e., closed). Sometime between 1994 and 2002, the airport was replaced by a residential housing tract west of the subject site. By 2002 or 2005, the swimming pool appeared to be backfilled with soil. In 2002, only one building was observed in the northwest corner of the subject site and one building onsite along Knox Avenue. By 2009, buildings were removed from the subject property and only concrete slabs were visible. From 2012 through 2023, no significant changes were observed within the subject property limits. PROPOSED DEVELOPMENT As of the date of this report, we are not aware of a conceptual plan for the subject property; however, we anticipate residential development. Overall, the subject property is level, gently sloping to the south. Based upon information provided on Google Earth, existing elevations ranged from approximately 1,430 feet above mean sea level (msl) near the southwest corner of the subject site to 1,470 feet above msl near the north boundary of the subject property. Proposed elevations are not know at this time. It is expected that the residential buildings will be of wood-frame construction supported on conventional slab-on-ground foundations. Appurtenant structures will likely include paved access streets and driveways, concrete patio-type slabs and walkways, masonry block walls, surface and subsurface drainage control devices, landscaped areas, and above- and below-ground utilities Given the relatively level topography within the proposed development, earthwork within the site is generally expected to entail m inor cuts and fills up to approximately 5 feet, except for water quality basins. It should be noted, however, that the ultimate amount of new fill required throughout the project will be greater due to the required remedial grading (i.e., removal and re-compaction of existing unsuitable surficial soils). Literature Review It is our understanding that geotechnical reports pertaining to the subject property do not exist. Petra researched and reviewed available published and unpublished geologic data pertaining to regional geology, faulting, and geologic hazards that may affect the site. The results of this review are discussed under the Findings and Conclusions sections presented in this report. Subsurface Exploration A subsurface exploration program was performed under the direction of an engineering geologist from Petra on July 28, 2023. The exploration involved the excavation of 11 exploratory test pits (TP-1 through 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 4 TP-11) to a maximum depth of approximately 10 feet below existing grade (bgs). Earth materials encountered within the exploratory test pits were classified and logged by a geologist in accordance with the visual-manual procedures of the Unified Soil Classification System. Disturbed bulk samples of soil materials were collected for classification, laboratory testing and engineering analyses. The approximate locations of the exploratory borings are shown on Figure 2 (Field Exploration Map). The test pit logs are presented in Appendix A. Laboratory Testing Maximum dry density and optimum moisture content, expansion index, and corrosion suite (sulfate content, chloride content, pH/resistivity) for selected samples of onsite soils materials was conducted. A description of laboratory test methods and summaries of the laboratory test data are presented in Appendix B. FINDINGS Regional Geologic Setting Geologically, the site lies within the northern portion of the Peninsular Ranges Geomorphic Province (CGS, 2002). The Peninsular Range Province extends from the tip of Baja California north to the Transverse Ranges Geomorphic Province and is characterized by northwest trending mountain ranges separated by subparallel fault zones. The San Bernardino Mountains, located on the north side of the valley, provides the boundary between the Peninsula Range Province and the Transverse Ranges Province . In general, the province is underlain primarily of plutonic rock of the Southern California Batholith . These rocks formed from the cooling of molten magma deep within the earth's crust. Intense heat associated with the plutonic magma metamorphosed the ancient sedimentary rocks into which the plutons intruded. The Peninsular Range Geomorphic Province is generally characterized by alluviated basins and elevated erosion surfaces. More specifically, the subject site is mapped as Holocene-age Young alluvial fan deposits consisting unconsolidated to moderately consolidated, coarse-grained sand and bouldery fan deposits (Morton and Matti, 2001). A portion of this regional geologic map exhibiting the subject property location is provided below as Figure A. The site does not lie within an Alquist-Priolo Earthquake Fault Zone (Bryant and Hart, 2007; CGS, 2023). Local Geology and Subsurface Soil Conditions Earth units encountered onsite consisted of topsoil and alluvial deposits. The site is covered by a ½- to 2- foot layer of topsoil overlying young alluvium, which generally consists of loose, dry, silty sands with minor gravel in the upper ½ to 3 feet. Below this depth native alluvial soils were found to consist 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 5 predominately of brown-yellow, brown-gray and brown, dry to moist, loose to medium dense, fine- to coarse-grained gravelly sands with 10 to 55 percent gravel and cobbles on the order of 8 to 12 inches in size. Minor small boulders were locally encountered. Within the southern portion of the subject site, concentrations of cobbles and boulders decreased substantially. While the deeper alluvium was generally observed to be medium to very dense, zones of low density and/or porous soils were observed within the upper 4 to 5 feet in test pits. Logs of exploratory test pits are presented in Appendix A. Test pit locations are presented on the Test Pit Location Map (Figure 2). Figure A – Regional Geologic Map (Morton and Matti, 2001). Surface Water No indication of surface water was observed on the property or in close proximity at the time of our site field exploration. 35 ,_ AVE Rt>Sef'tOil I..) I ·- I Youn g allu vial-fan de po sit s (Holocene and l ate Pl eis tocen e)-Uncon o lid ated to moderate ly consolidated . coarse-grai ned and to bou ldery a llu vial-fan deposits havi ng lig htl y to moderately di ec ted s urface . I nclud e from youn ge t to o ld est : Youn g a llu vial-fan depos its Unit 5 (Holocene)-allu ial-fan deposi t having li g htl y di sected s urface and Lage S 7 soi l . S ligh LJ y younger than Qyf4 ba ed on geomorphic re lati ons. Found in northeast part of quadrang le between East K imbark and Ame Canyon 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 6 The west parcel of subject property is situated within Flood Insurance Rate Map (FIRMette) 06071C7915H, and the east parcel is located in FIRMette 06071C7920H. Both parcels are mapped within Zone X, defined as an area defined as areas of 0.2 percent annual chance flood; areas of 1 percent annual chance flood with average depths of less than 1 foot or within drainage areas less than 1 square mile; and areas protected by levees from 1 percent annual chance flood. Figure B below depicts the Flood Insurance Rate Map (FIRM) for the subject site and vicinity. The FIRMette map (Map Revised August 28, 2008) is provided in Appendix B. Figure B – General Flood Insurance Map (FEMA, 2023) Groundwater No groundwater was encountered in any of our test pits to a maximum depth of 10 feet below the ground surface. The site is located within the Upper Santa Ana Valley – Chino Groundwater Basin, 8-002.01 (California Department of Water Resources [CDWR, 2023], Water Data Library). Groundwater depth varies within the subject property area and, though flow direction beneath the subject site is unknown, it is believed to be toward the south. No groundwater wells were listed on the property (CDWR, 2023). MAP PANELS --·-Dip.II Dat.a A\-.MN NODCitalDat.lA\'IAbll f:ffeai\•I.OURI AlHof undtternwted flood H&:ard ~ O OlMf'MN~AcH = _., ____ , OTHER AREAS eonuils..rAflOwc.Syltem&cU OTHER AREAS OF fl.000 HAZARD ~ flilCl,IMory FtoodWII)' ,_. At JtO. lllf w. Alf 0..,. Annual Chara nooct Hazard, Ate• ol 11'•nnu• Chance-flood wnh averac- dePlh Ins thin one foot or whtl dralne .. .,... of .. UVln OM lqU.,. m il•,_ .. nnure Condidon& 11' Annuail Chance FIOod H•zatd z-z AtN wtu, Reduoed F'lood Rsk du• to U'IM. s.. No-.,... .. kte wtth Ftood Rilk Out 10 LeW• z-o -~~.:;.•=:.?::<:c•- .iiiiiiiiiiiiii UrnttOISt uctr --Jurfadictlon Bowtdl,, Con~ ll'llnt«t Bueline OlltER Protte8....,,. FEAT\JRES ~ F'Htu,e GENERAL 1----Channel. Cutvert. or S1om1 SN9f STRUCl\JRES 1 1 1 1 1 1 1 LeYN. Dike. or Floodwal SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 7 One well (local ID: CHINO-1200219) is mapped approximately 1.5 miles east-southeast of the subject property. Groundwater depths reported from 641 feet below the ground surface (bgs) in April 1993 to 653 feet bgs in March 2012 to 711 feet bgs in September 2022. Groundwater is not expected to affect development of the subject property. Faulting Based on our review of the referenced geologic maps and literature, no active faults are known to project through the property. Furthermore, the site does not lie within the boundaries of an “Earthquake Fault Zone” as defined by the State of California in the Alquist-Priolo Earthquake Fault Zoning Act (CGS, 2018). The Alquist-Priolo Earthquake Fault Zoning Act (AP Act) defines an active fault as one that “has had surface displacement within Holocene time (about the last 11,000 years).” The main objective of the AP Act is to prevent the construction of dwellings on top of active faults that could displace the ground surface resulting in loss of life and property. However, it should be noted that according to the USGS Unified Hazard Tool website, the 2010 CGS Fault Activity Map of California, and the CGS Earthquake Hazard Zones (EQZapp) interactive map (CGS, 2023), the Lytle Creek Connector of the San Jacinto Fault zone, located approximately 3.5 miles (5.59 kilometers) east of the site, would probably generate the most severe site ground motions and, therefore, is the majority contributor to the deterministic minimum component of the ground motion models. The subject site is located at less than 5 miles (8 km) from the surface projection of this fault system, which is capable of producing a magnitude 7 or larger events with a slip rate along the fault greater than 0.04 inch per year. As such, the site should be considered as a Near-Fault Site in accordance with ASCE 7-16, Section 11.4.1. Seismic Design Parameters Earthquake loads on earthen structures and buildings are a function of ground acceleration which may be determined from the site-specific ground motion analysis. Alternatively, a design response spectrum can be developed for certain sites based on the code guidelines. To provide the design team with the parameters necessary to construct the design acceleration response spectrum for this project, we used two computer applications. Specifically, the first computer application, which was jointly developed by the Structural Engineering Association of California (SEAOC) and California’s Office of Statewide Health Planning and Development (OSHPD), the SEAOC/OSHPD Seismic Design Maps Tool website, https://seismicmaps.org, is used to calculate the ground motion parameters. The second computer application, the United Stated Geological Survey (USGS) Unified Hazard Tool website, https://earthquake.usgs.gov/hazards/interactive/, is used to estimate the earthquake magnitude and the distance to surface projection of the fault. 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 8 To run the above computer applications, site latitude and longitude, seismic risk category and knowledge of site class are required. The site class definition depends on the direct measurement and the ASCE 7-16 recommended procedure for calculating average small-strain shear wave velocity, Vs30, within the upper 30 meters (approximately 100 feet) of site soils. A seismic risk category of II was assigned to the proposed buildings in accordance with 2022 CBC, Table 1604.5. No shear wave velocity measurement was performed at the site, however, the subsurface materials at the site appear to exhibit the characteristics of stiff soils condition for Site Class D designation. Therefore, an average shear wave velocity of 850 feet per second (259 meters per second) for the upper 100 feet was assigned to the site based on engineering judgment and geophysical experience. As such, in accordance with ASCE 7-16, Table 20.3-1, Site Class D (D- Default as per SEAOC/OSHPD software) has been assigned to the subject site. The following table, Table 1, provides parameters required to construct the Seismic Response Coefficient – Natural Period, Cs – T, curve based on ASCE 7-16, Article 12.8 guidelines. A printout of the computer output is attached in Appendix C. ~Remainder of Page Intentionally Left Blank~ 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 9 TABLE 1 Seismic Design Parameters Ground Motion Parameters Specific Reference Parameter Value Unit Site Latitude (North) - 34.1317 ° Site Longitude (West) - -117. 4618 ° Site Class Definition Section 1613.2.2 (1), Chapter 20 (2) D-Default (4) - Assumed Seismic Risk Category Table 1604.5 (1) II - Mw - Earthquake Magnitude USGS Unified Hazard Tool (3) 7.98 (3) - R – Distance to Surface Projection of Fault USGS Unified Hazard Tool (3) 5.59 (3) km Ss - Mapped Spectral Response Acceleration Short Period (0.2 second) Figure 1613.2.1(1) (1) 2.149 (4) g S1 - Mapped Spectral Response Acceleration Long Period (1.0 second) Figure 1613.2.1(3) (1) 0.717 (4) g Fa – Short Period (0.2 second) Site Coefficient Table 1613.2.3(1) (1) 1.2 (4) - Fv – Long Period (1.0 second) Site Coefficient Table 1613.2.3(2) (1) Null (4) - SMS – MCER Spectral Response Acceleration Parameter Adjusted for Site Class Effect (0.2 second) Equation 16-20 (1) 2.579 (4) g SM1 - MCER Spectral Response Acceleration Parameter Adjusted for Site Class Effect (1.0 second) Equation 16-21 (1) Null (4) g SDS - Design Spectral Response Acceleration at 0.2-s Equation 16-22 (1) 1.719 (4) g SD1 - Design Spectral Response Acceleration at 1-s Equation 16-23 (1) Null (4) g Domain of Constant Acceleration Ts = SD1/ SDS Section 11.4.6 (2) Null s To = 0.2 SD1/ SDS Section 11.4.6 (2) Null s TL - Long Period Transition Period Figure 22-14 (2) 12 (4) s PGA - Peak Ground Acceleration Maximum Considered Earthquake Geometric Mean, MCEG (*) Figure 22-9 (2) 0.898 g FPGA - Site Coefficient Adjusted for Site Class Effect (2) Table 11.8-1 (2) 1.2 (4) - PGAM –Peak Ground Acceleration (2) Adjusted for Site Class Effect Equation 11.8-1 (2) 1.077 (4) g Design PGA ≈ (⅔ PGAM) - Slope Stability (†) Similar to Eqs. 16-22 & 16-23 (2) 0.718 g Design PGA ≈ (0.4 SDS) – Short Retaining Walls (‡) Equation 11.4-5 (2) 0.688 g CRS - Short Period Risk Coefficient Figure 22-18A (2) 0.918 (4) - CR1 - Long Period Risk Coefficient Figure 22-19A (2) 0.895 (4) - SDC - Seismic Design Category (§) Section 1613.2.5 (1) Null (4) - References: (1) California Building Code (CBC), 2022, California Code of Regulations, Title 24, Part 2, Volume I and II. (2) American Society of Civil Engineers/Structural Engineering Institute (ASCE/SEI), 2016, Minimum Design Loads and Associated Criteria for Buildings and Other Structures, Standards 7-16. (3) USGS Unified Hazard Tool - https://earthquake.usgs.gov/hazards/interactive/ [Dynamic: Conterminous U.S. 2014 (update) (v4.2.0)] (4) SEAOC/OSHPD Seismic Design Map Application – https://seismicmaps.org [Reference: ASCE 7-16] Related References: Federal Emergency Management Agency (FEMA), 2015, NEHRP (National Earthquake Hazards Reduction Program) Recommended Seismic Provision for New Building and Other Structures (FEMA P-1050). Notes: * PGA Calculated at the MCE return period of 2475 years (2 percent chance of exceedance in 50 years). † PGA Calculated at the Design Level of ⅔ of MCE; approximately equivalent to a return period of 475 years (10 percent chance o f exceedance in 50 years). ‡ PGA Calculated for short, stubby retaining walls with an infinitesimal (zero) fundamental period. § The designation provided herein may be superseded by the structural engineer in accordance with Section 1613.2.5.1, if applic able. 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 10 Discussion General Owing to the characteristics of the subsurface soils, as defined by Site Class D-Default designation, and proximity of the site to the sources of major ground shaking, the site is expected to experience strong ground shaking during its anticipated life span. Under these circumstances, where the code-specified design response spectrum may not adequately characterize site response, the 2022 CBC typically requires a site- specific seismic response analysis to be performed. This requirement is signified/identified by the “null” values that are output using SEAOC/OSHPD software in determination of short period, but mostly, in determination of long period seismic parameters, see Table 1. For conditions where a “null” value is reported for the site, a variety of analytical design approaches are permitted by 2022 CBC and ASCE 7-16 (see Table 12.6-1)in lieu of a site-specific seismic hazard analysis. For any specific site, these alternative design approaches, which include Equivalent Lateral Force (ELF) procedure, Modal Response Spectrum Analysis (MRSA) procedure, Linear Response History Analysis (LRHA) procedure and Simplified Design procedure, among other methods, are expected to provide results that may or may not be more economical than those that are obtai ned if a site-specific seismic hazards analysis is performed. These design approaches and their limitations should be evaluated by the project structural engineer. Seismic Design Category Please note that the Seismic Design Category, SDC, is also designated as “null” in Table 1. For condition where the mapped spectral response acceleration parameter at 1 – second period, S1, is less than 0.75, the 2022 CBC, Section 1613.2.5.1 allows that seismic design category to be determined from Table 1613.2.5(1) alone provided that all 4 requirements concerning fundamental period of structure, story drift, seismic response coefficient, and relative rigidity of the diaphragms are met. For this condition, Site Coefficient Fv, should be taken from Table 1613.2.3(2) for Site Class D, only for calculation of Ts. Our interpretation of ASCE 7-16 is that for conditions where one or more of these 4 conditions are not met, seismic design category should be assigned based on: 1) 2022 CBC, Table 1613.2.5(1), 2) structure’s risk category and 3) the value of SDS, at the discretion of the project structural engineer. Equivalent Lateral Force Method As stated herein, the subject site is considered to be within a Site Class D-Stiff Soil. Per ASCE 7-16 Supplement 3, a site-specific ground motion hazard analysis is not required for structures on Site Class D- Stiff Soil with S1 > 0.2 provided that the value of the parameter SM1 determined by Eq. (11.4-2) is increased 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 11 by 50 percent for all applications of SM1 and structural design is performed in accordance with Equivalent Lateral Force (ELF) procedure. CONCLUSIONS Site Suitability From a geotechnical engineering and engineering geologic point of view, the subject property is considered suitable for the proposed development provided the following conclusions and recommendations are incorporated into the design criteria and project specifications. Primary Geologic/Geotechnical Considerations Groundwater Groundwater was not encountered in any of our exploratory test pits, excavated to a maximum depth of 10 feet below the ground surface. Data provided in a nearby well indicates groundwater is at depths exceeding 500 feet bgs. Regional groundwater is not anticipated to affect the subject development. Fault Rupture The site is not located within a currently designated State of California Alquist-Priolo Earthquake Fault Zone (CGS, 2023), nor is it within a San Bernardino County Fault Zone (County of San Bernardino, 2010). In addition, no known active faults have been identified on the site. While fault rupture would most likely occur along previously established fault traces, fault rupture could occur at other locations. However, the potential for active fault rupture at the site is considered to be very low. Strong Ground Motions The site is located in a seismically active area of southern California and will likely be subjected to very strong seismically related ground shaking during the anticipated life span of the project. Structures within the site should therefore be designed and constructed to resist the effects of strong ground motion in accordance with the 2022 California Building Code (CBC) and the seismic parameters included in the recommendations section herein. Liquefaction, Landslides and Secondary Seismic Effects The proposed residential development is not mapped within a zone with an expected liquefaction susceptibility (County of San Bernardino, 2010). The site and immediate area exhibit level topography that is not prone to landsliding. Secondary effects of seismic activity normally considered as possible hazards 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 12 to a site include several types of ground failure. Such ground failures, which might occur as a consequence of severe ground shaking at the site, include ground subsidence, ground lurching and lateral spreading. The probability of occurrence of each type of ground failure depends on the severity of the earthquake, distance from faults, topography, subsoils, and groundwater conditions, in addition to other factors. Based on the site conditions, proposed grading, depth to groundwater exceeding 500 feet, and gentle topography across the site, landsliding, liquefaction, ground subsidence, ground lurching and lateral spreading are considered unlikely at the site. The potential for seismic flooding due to a tsunami or seiche is considered negligible. Compressible Soils The most significant geotechnical factor affecting the project site is the presence of near -surface compressible soils. Such native soils consist of surficial topsoil/colluvium/alluvium and are not considered suitable for support of fill or structural loads. Based on our subsurface assessment and laboratory test results, remedial removal depths on the order of 3 to 5 feet below existing grades are expected. Accordingly, these materials will require removal to competent alluvial deposit soils and replacement with properly compacted fill. Flooding The subject property is situated within Flood Insurance Rate Map (FIRMette) 06071C7915H. The subject property and vicinity are mapped within Zone X, defined as an area defined as areas of 0.2 percent annual chance flood; areas of 1 percent annual chance flood with average depths of less than 1 foot or within drainage areas less than 1 square mile; and areas protected by levees from 1 percent annual chance flood. Figure B above depicts the Flood Insurance Rate Map (FIRM) for the subject site and vicinity. EARTHWORK RECOMMENDATIONS Earthwork Criteria Earthwork should be performed in accordance with the Grading Code of the County of San Bernardino, in addition to the applicable provisions of the 2022 CBC. Grading should also be performed in accordance with the following site-specific recommendations prepared by Petra based on the proposed construction. Geotechnical Observations and Testing Prior to the start of earthwork, a meeting should be held at the site with the owner, contractor, and geotechnical consultant to discuss the work schedule and geotechnical aspects of the grading. Earthwork, 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 13 which in this instance will generally entail removal and re-compaction of the near surface soils, should be accomplished under full-time observation and testing of the geotechnical consultant. A representative of the project geotechnical consultant should be present onsite during all earthwork operations to document proper placement and compaction of fills, as well as to document compliance with the other recommendations presented herein. Clearing and Grubbing All existing weeds, grasses, brush, shrubs, trees, tree stumps and root balls, and similar vegetation existing within areas to be graded should be stripped and removed from the site . Clearing operations should also include the demolition and removal of all existing improvements (concrete slabs, concrete and asphalt rubble piles, scattered soil, concrete and rock piles, etc.), any remaining trash, debris, vegetation, and similar deleterious materials. A backfilled swimming pool was noted in aerial photographs in the vicinity of TP- 11. Additional effort to locate the former pool is recommended to verify the shell was removed in its entirety. Any cavities or excavations created upon removal of structures or existing trees (i.e., root ball) or any unknown subsurface structures (included buried pool, septic tanks and systems, storm drain pipes, and foundations), should be cleared of loose soil, shaped to provide access for backfilling and compaction equipment and then backfilled with properly compacted fill. Septic systems may be present in the concrete slabs area near TP-11 and TP-12, and the former residence near TP-7. A concrete headwall inlet and dual pipes were observed in the north central portion of the subject property (see Figure 2). Note that deleterious materials may be encountered within the site and may need to be removed by hand, i.e., root pickers, during the grading operations. The project geotechnical consultant should provide periodic observation and testing services during clearing and grubbing operations to document compliance with the above recommendations. In addition, should unusual or adverse soil conditions or buried structures be encountered during grading that are not described herein, these conditions should be brought to the immediate attention of the project geotechnical consultant for corrective recommendations. Excavation Characteristics The existing site soil is expected to be excavated with conventional earthmoving equipment. Although a limited number of oversize rocks (i.e., 12-inches in one dimension or greater) were encountered in our test pits, they are commonly associated with the native alluvial fan materials underlying the subject property and were observed in piles within the property. Overside rocks should be disposed of either offsite or 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 14 properly buried within the planned deeper fills in an approved engineered fashion, a minimum of 10 feet below finish pad grades. Ground Preparation - General Our field evaluation revealed that near-surface soils within the areas of proposed construction generally exhibit low to moderate in-place densities, contain some rootlets and other isolated organic material, and have been locally disturbed from previous onsite activities. This soil is subject to compression and settlement under the proposed fill surcharge and foundation loadings. As such, if these materials are left unmitigated and the condition may result in excessive differential settlement beneath the proposed structures, associated foundations, and/or associated appurtenant improvements. To create a uniform compacted fill mat below the proposed improvements and reduce the potential for distress due to excessive differential settlement, it is recommended that all near surface low-density native materials be removed to underlying competent alluvial materials and replaced as properly compacted fill materials. Based on our subsurface exploration and laboratory test results, remedial removal depths on the order of 3 to 5 feet below existing grades are expected, except where septic systems may be encountered. The horizontal limits of removal and re-compaction should extend to a minimum distance of 5 feet beyond the proposed improvements. It must be noted that the depths of remedial grading provided herein are estimates only and are based on conditions observed at the boring locations. Subsurface conditions can and usually do vary between points of exploration. For this reason, the actual removal depths will have to be determined on the basis of in- grading observations and testing performed by a representative of the project geotechnical consultant. The Client, civil engineer, and project grading contractor should allow contingencies for additional earthwork quantities should adverse conditions and deeper removals be required. Unsuitable Soil Removals Existing surficial soils including disturbed topsoil/alluvium and upper weather alluvium deposits that are considered unsuitable for support of proposed fills, structures, flatwork, pavement, or other improvements and should be removed to underlying competent native valley deposit materials. All existing low-density, compressible surficial soils in areas to receive compacted fill or to support the residential building pads should be removed to underlying competent soils as approved by the project geotechnical consultant. 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 15 Based on our subsurface assessment and laboratory test results, remedial removal depths on the order of 3 to 5 feet below existing grades are expected. Unsuitable soil removals may also need to be locally deeper, depending on the exposed conditions encountered during grading. The actual depths and horizontal limits of removals and over-excavations should be evaluated during grading on the basis of observations and testing performed by the project geotechnical consultant. Prior to placing engineered fill, all exposed bottom surfaces in the removal areas should be approved by a representative of project geotechnical consultant and then scarified to a minimum depth of 12 inches, flooded with water and compacted with heavy vibratory equipment to achieve near-optimum moisture conditions and then compacted in-place to no less than 90 percent relative compaction. Ground Preparation - Roadways For proposed roadways, the existing ground surfaces should be over-excavated to a minimum depth of 1 foot below the existing ground surface or 2 feet below the proposed subgrade elevations, whichever is deeper. After completion of over-excavation, the areas should be scarified to a minimum depth of 6 inches, moisture-conditioned, and re-compacted to no less than 90 percent relative compaction. The excavated materials may be replaced as properly compacted fill. The horizontal limits of over-excavation should extend to a minimum horizontal distance of 12 inches beyond the perimeter of the proposed improvements. All fills should be placed in 6- to 8-inch-thick maximum lifts, watered or air dried as necessary to achieve slightly above-optimum moisture conditions, and then compacted to a minimum relative compaction of 90 percent per ASTM D 1557. The laboratory maximum dry density and optimum moisture content for each change in soil type should be determined in accordance with Test Method ASTM D 1557. It should be noted that the upper 12 inches of the pavement subgrade shall be compacted to no less than 95 percent relative compaction prior to placement of aggregate base. Cut Lots Lots located entirely in cut exceeding 1 foot should be over-excavated a minimum of 3 feet below the bottom of the proposed foundations and replaced as properly compacted fill. Cut lots with less than 1 foot of cut should be over-excavated to a depth of 4 feet below existing grade. Prior to placing engineered fill, all exposed over-excavation bottom surfaces in the building pad areas should be first scarified to a depth of 12 inches, flooded with water and compacted with heavy vibratory equipment to achieve near-optimum moisture conditions and then compacted in-place to no less than 90 percent relative compaction. 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 16 Cut-Fill Transition Lots/Building Pads Cut/fill transitions should be eliminated from building-pad areas to reduce the detrimental effects of differential settlement. This should be accomplished by over-excavating the "cut" or shallow-fill portions to a depth of 3 feet below the bottom of the proposed foundations and replacing the excavated materials as properly compacted fill. Horizontal limits of over-excavation should extend across the entire level portion of the lot. Prior to placing engineered fill, all exposed over-excavation bottom surfaces in the removal areas should be first scarified to a depth of 12 inches, moisture-conditioned to achieve near-optimum moisture and then compacted in- place with heavy vibratory equipment to no less than 90 percent relative compaction. Suitability of Site Soils as Fill Site soils are suitable for use in engineered fills provided they are clean from organics and/or debris . Oversize rock, that exceeding 12 inches, should be excluded from placement in the upper 4 feet of the building pads. Fill Placement Fill materials should be placed in approximately 6- to 8-inch-thick loose lifts, moisture-conditioned as necessary to achieve a moisture content approximately 2 percent above optimum moisture condition, and then compacted in-place to no less than 90 percent relative compaction. The laboratory maximum dry density and optimum moisture content for each major soil type should be determined in accordance with ASTM D 1557. Import Soils for Grading If import soils are needed to achieve final design grades, import soils should be free of deleterious materials, oversize rock, and any hazardous materials. The soils should also be non-expansive and essentially non- corrosive and approved by the project geotechnical consultant prior to being brought onsite. The geotechnical consultant should inspect the potential borrow site and conduct testing of the soil at least three days before the commencement of import operations. Shrinkage and Subsidence Volumetric changes in earth quantities will occur when excavated onsite soils are replaced as properly compacted fill. Following is an estimate of shrinkage factors for the alluvial soil present onsite. These 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 17 estimates are based on in-place densities of the various materials and on the estimated average degree of relative compaction achieved during grading. • Disturbed Surface Soils (0-2± feet).……………………………… Shrinkage of 15 to 20%± • Alluvium (Upper 2-7± ft.) ……………………….…..................... Shrinkage of 10 to 15%± Subsidence from scarification and re-compaction of exposed bottom surfaces in removal areas to receive fill is expected to vary from negligible to approximately 0.1 foot. The above estimates of shrinkage and subsidence are intended as an aid for project engineers in determining earthwork quantities. However, these estimates should not be considered as absolute values and should be used with some caution. Contingencies should be made for balancing earthwork quantities based on actual shrinkage and subsidence that occurs during the grading operations. Temporary Excavations Temporary excavations to a depth possibly as much as 5± feet below existing grades may be required to accommodate the recommended over-excavation of unsuitable materials. Based on the physical properties of the onsite cohesionless soils, temporary excavations exceeding 4 feet in depth should be cut back to an inclination of 1:1 (h:v) or flatter. However, the temporary excavations should be observed by a representative of the project geotechnical consultant for evidence of potential instability. Depending on the results of these observations, revised slope configurations may be necessary. Other factors which should be considered with respect to the stability of the temporary slopes include construction traffic an d/or storage of materials on or near the tops of the slopes, construction scheduling, presence of nearby walls or structures on adjacent properties and weather conditions at the time of construction. Applicable requirements of the California Construction and General Industry Safety Orders, the Occupational Safety and Health act of 1970 and the Construction Safety Act should also be followed. FOUNDATION DESIGN RECOMMENDATIONS Allowable Soil Bearing Capacities Pad Footings An allowable soil bearing capacity of 1,500 pounds per square foot may be utilized for design of isolated 24-inch-square footings founded at a minimum depth of 12 inches below the lowest adjacent final grade for pad footings that are not a part of the slab system and are used for support of such features as roof overhang, second-story decks, patio covers, etc. This value may be increased by 20 percent for each additional foot of depth and by 10 percent for each additional foot of width, to a maximum value of 2,500 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 18 pounds per square foot. The recommended allowable bearing value includes both dead and live loads and may be increased by one-third for short duration wind and seismic forces. Continuous Footings An allowable soil bearing capacity of 1,500 pounds per square foot may be utilized for design of continuous footings founded at a minimum depth of 12 inches below the lowest adjacent final grade. This value may be increased by 20 percent for each additional foot of depth and by 10 percent for each additional foot of width, to a maximum value of 2,500 pounds per square foot. The recommended allowable bearing value includes both dead and live loads and may be increased by one-third for short duration wind and seismic forces. Estimated Footing Settlement Based on the allowable bearing values provided above, total static settlement of the footings under the anticipated loads is expected to be on the order of 3/4 inch. Differential settlement is expected to be less than 1/2 inch over a horizontal span of 20 feet. The majority of settlement is likely to take place as footing loads are applied or shortly thereafter. Lateral Resistance A passive earth pressure of 250 pounds per square foot per foot of depth, to a maximum valu e of 2,500 pounds per square foot, may be used to determine lateral bearing resistance for footings. The above values may be increased by one-third when designing for transient wind or seismic forces. In addition, a coefficient of friction of 0.35 times the dead load forces may be used between concrete and the supporting soils to determine lateral sliding resistance. It should be noted that the above values are based on the condition where footings are cast in direct contact with compacted fill or competent native soils. In cases where the footing sides are formed, all backfill placed against the footings upon removal of forms should be compacted to at least 90 percent of the applicable maximum dry density. Guidelines for Footings and Slabs on-Grade Design and Construction The results of our laboratory tests performed on representative samples of near-surface soils within the site during our evaluation indicate that these materials predominantly exhibit expansion indices that are less than 20. As indicated in Section 1803.5.3 of 2022 California Building Code (2022 CBC), these soils are considered non-expansive and, as such, the design of slabs on-grade is considered to be exempt from the procedures outlined in Sections 1808.6.2 of the 2022 CBC and may be performed using any method deemed rational and appropriate by the project structural engineer. However, the following minimum 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 19 recommendations are presented herein for conditions where the project design team may require geotechnical engineering guidelines for design and construction of footings and slabs on-grade at the project site. The design and construction guidelines that follow are based on the above soil conditions and may be considered for reducing the effects of variability in fabric, composition and, therefore, the detrimental behavior of the site soils such as excessive short- and long-term total and differential heave or settlement. These guidelines have been developed on the basis of the previous experience of this firm on projects with similar soil conditions. Although construction performed in accordance with these guidelines has been found to reduce post-construction movement and/or distress, they generally do not positively eliminate all potential effects of variability in soils characteristics and future heave or settlement. It should also be noted that the suggestions for dimension and reinforcement provided herein are performance-based and intended only as preliminary guidelines to achieve adequate performance under the anticipated soil conditions. However, they should not be construed as replacement for structural engineering analyses, experience, and judgment. The project structural engineer, architect and/or civil engineer should make appropriate adjustments to slab and footing dimensions, and reinforcement type, size and spacing to account for internal concrete forces (e.g., thermal, shrinkage and expansion), as well as external forces (e.g., applied loads) as deemed necessary. Consideration should also be given to minimum design criteria as dictated by local building code requirements. Conventional Slab-on-Ground Foundation System Given the expansion index of less than 20, as generally exhibited by onsite soils, we recommend that footings and floor slabs be designed and constructed in accordance with the following minimum criteria. Footings 1. Exterior continuous footings supporting one- and two-story structures should be founded at a minimum depth of 12 inches below the lowest adjacent final grade. Interior continuous footings may be founded at a minimum depth of 10 inches below the top of the adjacent finish floor slabs. The width and spacing of interior continuous footings should be designed by the project structural engineer. 2. In accordance with Table 1809.7 of 2022 CBC for light-frame construction, all continuous footings should have minimum widths of 12 inches for one- and two-story construction. We recommend all continuous footings should be reinforced with a minimum of two No. 4 bars, one top and one bottom. 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 20 3. A minimum 12-inch-wide grade beam founded at the same depth as adjacent footings should be provided across the garage entrances or similar openings (such as large doors or bay windows). The grade beam should be reinforced with a similar manner as provided above. 4. Interior isolated pad footings, if required, should be a minimum of 24 inches square and founded at a minimum depth of 12 inches below the bottoms of the adjacent floor slabs. Pad footings should be reinforced with No. 4 bars spaced a maximum of 18 inches on centers, both ways, placed near the bottoms of the footings. 5. Exterior isolated pad footings intended for support of colonnades, roof overhangs, upper -story decks, patio covers, and similar construction should be a minimum of 24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be reinforced with No. 4 bars spaced a maximum of 18 inches on centers, both ways, placed near the bottoms of the footings. 6. Exterior isolated pad footings may need to be connected to adjacent pad and/or continuous footings via tie beams at the discretion of the project structural engineer. Further, where excessive soils settlement issues have been identified for this site elsewhere in the report, it is strongly recommended to tie all footings both interior and exterior with a network of grade beams to reduce the potential differential settlement or isolated bearing distress issues below any independent footings. 7. The spacing and layout of the interior concrete grade beam system, if required below floor slabs, should be determined by the project structural engineer in accordance with the WRI publication. 8. The minimum footing dimensions and reinforcement recommended herein may be modified (increased or decreased subject to the constraints of Chapter 18 of the 2022 CBC) by the structural engineer responsible for foundation design based on his/her calculations, engineering experience, and judgment. Building Floor Slabs 1. Concrete floor slabs should be a minimum of 4 inches thick and reinforced with a minimum of No. 3 bars spaced a maximum of 24 inches on center, both ways. Alternatively, the structural engineer may recommend the use of prefabricated welded wire mesh for slab reinforcement. For this condition, the welded wire mesh should be of sheet type (not rolled) and should consist of 6x6/W2.9xW2.9 (per the Wire Reinforcement Institute, WRI, designation) or stronger. All slab reinforcement should be properly supported to ensure the desired placement near mid-depth. Care should be exercised to prevent warping of the welded wire mesh between the chairs in order to ensure its placement at the desired mid -slab position. Slab dimension, reinforcement type, size and spacing need to account for internal concrete forces (e.g., thermal, shrinkage and expansion) as well as external forces (e.g., applied loads), as deemed necessary. It should be noted that some of the non-climatic site parameters, which may impact slabs on- grade performance, are not known at this time, as it is the case for many projects at the design stage. Some of these site parameters include unsaturated soils diffusion conditions pre- and post-construction (e.g., casting the slabs at the end of long, dry or wet periods, maint enance during long, dry and wet periods, etc.), landscaping, alterations in site surface gradient, irrigation, trees, etc. While the effects of any or a combination of these parameters on slab performance cannot be accurately predicted, maintaining moisture content equilibrium within the soils mass and planting trees at a distance greater than half of their mature height away 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 21 from the edge of foundation may reduce the potential for the adverse impact of these site parameters on slabs on-grade performance. 2. Living area concrete floor slabs and areas to receive moisture sensitive floor covering should be underlain with a moisture vapor retarder consisting of a minimum 10-mil-thick polyethylene or polyolefin membrane that meets the minimum requirements of ASTM E96 and ASTM E1745 for vapor retarders (such as Husky Yellow Guard®, Stego® Wrap, or equivalent). All laps within the membrane should be sealed, and at least 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. In general, to reduce the potential for punctures, the membrane should be placed on a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface cannot be achieved by grading, consideration should be given to lowering the pad finished grade an additional inch and then placing a 1-inch-thick leveling course of sand across the pad surface prior to the placement of the membrane. Foot traffic on the membrane should be reduced to a minimum. Additional steps would also need to be taken to prevent puncturing of the vapor retarder during concrete placement. At the present time, some slab designers, geotechnical professionals and concrete experts view the sand layer below the slab (blotting sand) as a place for entrapment of excess moisture that could adversely impact moisture-sensitive floor coverings. As a preventive measure, the potential for moisture intrusion into the concrete slab could be reduced if the concrete is placed directly on the vapor retarder. However, if this sand layer is omitted, appropriate curing methods must be implemented to ensure that the concrete slab cures uniformly. A qualified contractor with experience in slab construction and curing should provide recommendations for alternative methods of curing and supervise the construction process to ensure uniform slab curing. 3. Garage floor slabs should be a minimum 4 inches thick and reinforced in a similar manner as living area floor slabs. Garage slabs should also be poured separately from adjacent wall footings with a positive separation maintained using ¾-inch-minimum felt expansion joint material. To control the propagation of shrinkage cracks, garage floor slabs should be quartered with weakened plane joints . Consideration should be given to placement of a moisture vapor retarder below the garage slab, similar to that provided in Item 2 above, should the garage slab be overlain with moisture sensitive floor covering. 4. Presaturation of the subgrade below floor slabs will not be required; however, prior to placing concrete, the subgrade below all dwelling and garage floor slab areas should be thoroughly moistened to achieve a moisture content that is at least equal to or slightly greater than optimum moisture content. This moisture content should penetrate to a minimum depth of 12 inches below the bottoms of the slabs. 5. The minimum dimensions and reinforcement recommended herein for building floor slabs may be modified (increased or decreased subject to the constraints of Chapter 18 of the 2022 CBC) by the structural engineer responsible for foundation design based on his/her calculations, engineering experience, and judgment. Footing Observations Foundation footing trenches should be observed by the project geotechnical consultant to document into competent bearing-soils. The foundation excavations should be observed prior to the placement of forms, 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 22 reinforcement, or concrete. The excavations should be trimmed neat, level, and square. Prior to placing concrete, all loose, sloughed, or softened soils and/or construction debris should be removed. Excavated soils derived from footing and utility trench excavations should not be placed in slab-on-grade areas unless the soils are compacted to a relative compaction of 90 percent or more. PRELIMINARY PAVEMENT DESIGN RECOMMENDATIONS Based on experience with nearby sites, an R-value of 70 was estimated for the subject site. A traffic index (TI) of 5.5 was assumed for interior (local) streets and 6.5 for collectors in accordance with City of Fontana Standard Plan No. 402, Roadway Design Requirements. The traffic indices, along with the estimated design R-value, were utilized for preliminary pavement section design. The following pavement sections have been computed in accordance with Caltrans design procedures and presented in the following table, Table 2. TABLE 2 Preliminary Pavement Design Location Design R-value Traffic Index Pavement Section Interior (Local) Streets 70 5.5 4 in. AC1 / Compacted Subgrade Collectors 70 6.5 4.5 in. AC1 / Compacted Subgrade Notes: AC = Asphalt Concrete AB = Aggregate Base 1 = Min. AC section per City of Fontana Standard Plan 400 The upper 12 inches of subgrade soils immediately below the aggregate base (base) or full -depth asphalt concrete section should be compacted to 95 percent or more relative compaction based on ASTM D 1557 to a depth of 12 inches or more. Final subgrade compaction should be performed prior to placing base and after utility trench backfills have been compacted and tested. Subgrade shall be firm and unyielding, as exhibited by proof-rolling, prior to placement of asphalt concrete. Asphalt-concrete materials and construction should conform to Section 203 of the Greenbook. General Corrosivity Screening As a screening level study, limited chemical and electrical tests were performed on samples considered representative of the onsite soils to identify potential corrosive characteristics of these soils. The common indicators that are generally associated with soil corrosivity, among other indicators, include water-soluble sulfate (a measure of soil corrosivity on concrete), water-soluble chloride (a measure of soil corrosivity on 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 23 metals embedded in concrete), pH (a measure of soil acidity), and minimum electrical resistivity (a measure of corrosivity on metals embedded in soils). Test methodology and results are presented in Appendix B. It should be noted that Petra does not practice corrosion engineering; therefore, the test results, opinion and engineering judgment provided herein should be considered as general guidelines only. Additional analyses, and/or determination of other indicators, would be warranted, especially, for cases where buried metallic building materials (such as copper and cast or ductile iron pipes) in contact with site soils are planned for the project. In many cases, the project geotechnical engineer may not be informed of these choices. Therefore, for conditions where such elements are considered, we recommend that other, relevant project design professionals (e.g., the architect, landscape architect, civil and/or structural engineer, etc.) to be involved. We also recommend considering a qualified corrosion engineer to conduct additional sampling and testing of near-surface soils during the final stages of site grading to provide a complete assessment of soil corrosivity. Recommendations to mitigate the detrimental effects of corrosive soils on buried metallic and other building materials that may be exposed to corrosive soils should be provided by the corrosion engineer as deemed appropriate. In general, a soil’s water-soluble sulfate levels and pH relate to the potential for concrete degradation; water-soluble chlorides in soils impact ferrous metals embedded or encased in concrete, e.g., reinforcing steel; and electrical resistivity is a measure of a soil’s corrosion potential to a variety of buried metals used in the building industry, such as copper tubing and cast or ductile iron pipes. Table 3, below, presents test results with an interpretation of current code approach and guidelines that are commonly used in building construction industry. The table includes the code-related classifications of the soils as they relate to the various tests, as well as a general recommendation for possible mitigation measures in view of the potential adverse impact of corrosive soils on various components of the proposed structures in direct contact with site soils. The guidelines provided herein should be evaluated and confirmed, or modified, in their entirety by the project structural engineer, corrosion engineer and/or the contractor responsible for concrete placement for structural concrete used in exterior and interior footings, interior slabs on -ground, garage slabs, wall foundations and concrete exposed to weather such as driveways, patios, porches, wa lkways, ramps, steps, curbs, etc. 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 24 TABLE 3 Soil Corrosivity Screening Results Test (Test Method Designation) Test Results Classification General Recommendations Soluble Sulfate (Cal 417) SO42- < 0.10 % by weight S0(1) - Not Applicable Type II cement; minimum fc’ = 2,500 psi; no water/cement ratio restrictions. pH (Cal 643) 5.6 – 6.0 Moderately Acid(3) No special recommendations Soluble Chloride (Cal 422) Cl1- < 500 ppm C1(2) - Moderate Residence: No special recommendations; fc’ should not be less than 2,500 psi. Resistivity (Cal 643) 1,000 – 3,000 Highly Corrosive Consult a Corrosion Engineer Notes: 1. ACI 318-14, Section 19.3 2. ACI 318-14, Section 19.3 3. Pierre R. Roberge, “Handbook of Corrosion Engineering” 4. Exposure classification C2 applies specifically to swimming pools and appurtenant concrete elements 5. fc’, 28-day unconfined compressive strength of concrete Exterior Concrete Flatwork General Near-surface compacted fill soils within the site are variable in fines content, however, they are expected to exhibit a range of expansion indices that classify them as non-expansive, i.e., Expansion Index, EI, < 20. Therefore, we recommend that all exterior concrete flatwork such as sidewalks, patio slabs, large decorative slabs, concrete subslabs that will be covered with decorative pavers, private and/or public vehicular parking, driveways and/or access roads within and adjacent to the site be designed by the project architect, civil and/or structural engineer with consideration given to mitigating the potential for cracking, curling, etc. that can potentially develop as a result of being underlain with soils that essentially exhibiting expansion index values that fall in the non-expansive category. The guidelines that follow should be considered as minimums and are subject to review and revision by the project architect, civil engineer, structural engineer and/or landscape consultant as deemed appropriate. Subgrade Preparation Compaction To reduce the potential for distress to concrete flatwork, the subgrade soils below concrete flatwork areas to a minimum depth of 12 inches (or deeper, as either prescribed elsewhere in this report or determined in 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 25 the field) should be moisture conditioned to at least equal to, or slightly greater than, the optimum moisture content and then compacted to a minimum relative compaction of 90 percent. Where concrete public roads, concrete segments of roads and/or concrete access driveways and heavy recreational vehicles parking are proposed, the upper 6 inches of subgrade soil should be compacted to a minimum 95 percent relative compaction. Pre-Moistening As a further measure to reduce the potential for concrete flatwork distress, subgrade soils should be thoroughly moistened prior to placing concrete. The moisture content of the soils should be at least 1.1 times the optimum moisture content and penetrate to a minimum depth of 12 inches into the subgrade . Flooding or ponding of the subgrade is not considered feasible to achieve the above moisture conditions since this method would likely require construction of numerous earth berms to contain the water . Therefore, moisture conditioning may be achieved with sprinklers or a light spray applied to the subgrade over a period of several hours to few days just prior to pouring concrete. Pre-watering of the soils is intended to promote uniform curing of the concrete, reduce the development of shrinkage cracks, and reduce the potential for differential expansion pressure on freshly poured flatwork. A representative of the project geotechnical consultant should observe and verify the density and moisture content of the soils, and the depth of moisture penetration prior to pouring concrete. Thickness and Joint Spacing To reduce the potential of unsightly cracking, concrete walkways, patio-type slabs, large decorative slabs and concrete subslabs to be covered with decorative pavers should be at least 4 inches thick and provided with construction joints or expansion joints every 6 feet or less. Private driveways that will be designed for the use of passenger cars for access to private garages should also be at least 4 inches thick and provided with construction joints or expansion joints every 10 feet or less. Concrete pavement that will be designed based on an unlimited number of applications of an 18-kip single-axle load in public access areas, segments of road that will be paved with concrete (such as bus stops and cross-walks) or access roads and driveways, which serve multiple residential units or garages, that will be subject to heavy truck loadings and parking of recreational vehicles should have a minimum thickness of 5 inches and be provided with control joints spaced at maximum 10-foot intervals. A modulus of subgrade reaction of 125 pounds per cubic foot may be used for design of the public and access roads. 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 26 Reinforcement All concrete flatwork having their largest plan-view panel dimensions exceeding 10 feet should be reinforced with a minimum of No. 3 bars spaced 18 inches for 4-inch-thick slabs and No. 4 bars spaced 24 inches for 5-inch-thick slabs on centers, both ways. Alternatively, the slab reinforcement may consist of welded wire mesh of the sheet type (not rolled) with 6x6/W1.4xW1.4 WWF designations for 4-inch-thick slabs and 6x6/W2.9xW2.9 designations for 5-inch-thick slabs in accordance with the Wire Reinforcement Institute (WRI). The reinforcement should be properly positioned near the middle of the slabs. All foot and equipment traffic on the reinforcement should be avoided or reduced to a minimum. The reinforcement recommendations provided herein are intended as a guideline to achieve adequate performance for anticipated soil conditions. As such, this guideline may not satisfy certain acceptable approaches, e.g., the area of reinforcement to be equal to or greater that 0.2 percent of the area of concrete. The project architect, civil and/or structural engineer should make appropriate adjustments in reinforcement type, size and spacing to account for concrete internal (e.g., shrinkage and thermal) and external (e.g., applied loads) forces as deemed necessary. Edge Beams (Optional) Where the outer edges of concrete flatwork are to be bordered by land scaping, it is recommended that considerations be given to the use of edge beams (thickened edges) to prevent excessive infiltration and accumulation of water under the slabs. Edge beams, if used, should be 6 to 8 inches wide, extend 8 inches below the tops of the finish slab surfaces. Edge beams are not mandatory; however, their inclusion in flatwork construction adjacent to landscaped areas is intended to reduce the potential for vertical and horizontal movement and subsequent cracking of the flatwork related to uplift forces that can develop in expansive soils. Drainage Drainage from patios and other flatwork areas should be directed to local area drains and/or graded earth swales designed to carry runoff water to the adjacent streets or other approved drainage structures. The concrete flatwork should be sloped at a minimum gradient of one percent, or as prescribed by project civil engineer or local codes, away from building foundations, retaining walls, masonry garden walls and slope areas. 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 27 Tree Wells Tree wells are not recommended in concrete flatwork areas because they typically introduce excessive water into the subgrade soils and allow root invasion, both of which can cause heaving and cracking of the flatwork. INFILTRATION TEST RESULTS Plans for development of the subject property were not available at the time of field work or this report; however, one representative infiltration test hole (P-1) was completed within the subject property at a depth of 5 feet bgs to assess infiltration rates of the near-surface onsite soils for preliminary design of detention basins to manage storm water runoff. The infiltration test hole (P-1) was excavated using a rubber-tired backhoe. A one-foot square hole was hand excavated from 4 to 5.4 feet bgs and 1 foot of perforated pipe embedded in 1 foot pea gravel was placed in the hand excavation. Solid pipe was added to the surface and the test pit was backfilled with native soils. Pre-soaking and testing was conducted at a depth of 4 to 5 feet using the Falling Head Test Method (RCFCD, 2011). Infiltration rates were then calculated using the Porchet Method (RCFCD, 2011), commonly called the “inversed auger-hole method.” The infiltration test was conducted in the lower one foot of the test pit. The hole was pre-soaked immediately after excavating. Soils encountered in test locations consisted of medium- to course-grained gravelly sand. The test location is shown on Figure 2. Test pit logs are provided in Appendix A. The un-factored infiltration rate results are summarized below in Table 4, and are provided in Appendix D. TABLE 4 Summary of Infiltration Rates Percolation Test Location And Date Depth of Test (feet below surface) Percolation Rate (gallons/day/ft2) Infiltration Rate (inches/hour) P-1 4 – 5.4 800 130 POST-GRADING RECOMMENDATIONS Site Drainage Surface drainage systems consisting of sloping concrete flatwork, graded earth swales and/or an underground area drain system are anticipated to be constructed to collect and direct all surface waters to I I 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 28 the adjacent streets and storm drain facilities. In addition, the ground surface around the proposed buildings should be sloped at a positive gradient away from the structures. The purpose of the precise grading is to prevent ponding of surface water within the level areas of the site and against building f oundations and associated site improvements. The drainage systems should be properly maintained throughout the life of the proposed development. It should be emphasized that the slopes away from the structures area drain inlets and storm drain structures to be properly maintained, not to be obstructed, and that future improvements not to alter established gradients unless replaced with suitable alternative drainage systems. Slope Landscaping and Maintenance Adequate slope and pad drainage facilities are essential in the design of grading for the subject site. An anticipated rainfall equivalency on the order of 60 to 100 inches per year at the site can result due to irrigation. The overall stability of the graded slopes should not be adversely affected provided drainage provisions are properly constructed and maintained thereafter and provided engineered slopes are landscaped immediately following grading with a deep-rooted, drought-tolerant, and maintenance-free plant species, as recommended by the project landscape architect. Additional comments and recommendations are presented below with respect to slope drainage, landscaping, and irrigation. A common type of slope failure in hillside areas is the surficial instability and usually involves the upper 1 to 6 feet. For a given gradient, these surficial slope failures are generally caused by a wide variety of conditions, such as overwatering, cyclic changes in moisture content and density of slope soils from both seasonal and irrigation-induced wetting and drying, soil expansiveness, time lapse between slope construction and slope planting, type and spacing of plant materials used for slope protection, rainfall intensity and/or lack of a proper maintenance program. Based on this discussion, the following recommendations are presented to mitigate potential surficial slope failures. • Proper drainage provisions for engineered slopes should consist of concrete terrace drains, downdrains and energy dissipaters (where required) constructed in accordance with the Grading Code of the City of Fontana. Provisions should also be made for construction of compacted-earth berms along the tops of engineered slopes. • Permanent engineered slopes should be landscaped as soon as practical at the completion of grading. As noted, the landscaping should consist of a deep-rooted, drought-tolerant, and maintenance-free plant species. If landscaping cannot be provided within a reasonable period of time, jute matting (or equivalent) or a spray-on product designed to seal slope surfaces should be considered as a temporary measure to inhibit surface erosion until such time permanent landscape plants have become well-established. 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 29 • Irrigation systems should be installed on the engineered slopes and a watering program then implemented which maintains a uniform, near-optimum moisture condition in the soils. Overwatering and subsequent saturation of the slope soils should be avoided. On the other hand, allowing the soils to dry-out is also detrimental to slope performance. • Irrigation systems should be constructed at the surface only. Construction of sprinkler lines in trenches should not be allowed without prior approval from the geotechnical engineer and engineering geologist. • A permanent slope-maintenance program should be initiated for major slopes not maintained by individual homeowners. Proper slope maintenance should include the care of drainage- and erosion-control provisions, rodent control, and repair of leaking or damaged irrigation systems. • Homeowners should be advised of the potential problems that can develop when drainage on the pads and slopes is altered. Drainage can be altered due to the placement of fill and construction of garden walls, retaining walls, walkways, patios, swimming pools, spas, and planters. Utility Trenches Utility-trench backfill within street rights-of-way, utility easements, under sidewalks, driveways and building-floor slabs should be compacted to a relative compaction of 90 percent or more. Where onsite soils are utilized as backfill, mechanical compaction should be used. Density testing, along with probing, should be performed by the project geotechnical consultant or his representative to document adequate compaction. Utility-trench sidewalls deeper than about 4 feet should be laid back at a ratio of 1:1 (h:v) or flatter or shored. A trench box may be used in lieu of shoring. If shoring is anticipated, the project geotechnical consultant should be contacted to provide design parameters. For trenches with vertical walls, backfill should be placed i n approximately 1- to 2-foot-thick loose lifts and then mechanically compacted with a hydra-hammer, pneumatic tampers, or similar compaction equipment. For deep trenches with sloped walls, backfill materials should be placed in approximately 8- to 12-inch-thick loose lifts and then compacted by rolling with a sheepsfoot tamper or similar equipment. Where utility trenches are proposed in a direction that parallels any building footing (interior and/or exterior trenches), the bottom of the trench should not be located within a 1:1 (h:v) plane projected downward from the outside bottom edge of the adjacent footing. Retaining Walls Footing Embedment The base of retaining-wall footings constructed on level ground may be founded at a depth of 12 inches or more below the lowest adjacent final grade for low height walls. Where retaining walls are proposed on or 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 30 within 15 feet from the top of adjacent descending fill slope, the footings should be deepened such that a horizontal clearance of 7 feet or more is maintained between the outside bottom edges of the footings and the face of the slope. The above-recommended footing setback is preliminary and may be revised based on site-specific soil conditions. Footing trenches should be observed by the project geotechnical representative to document that the footing trenches have been excavated into competent bearing soils and to the embedments recommended above. These observations should be performed prior to placing forms or reinforcing steel. Allowable Bearing Values and Lateral Resistance Retaining wall footings may be designed using the allowable bearing values and lateral resistance values provided previously for building foundations; however, when calculating passive resistance, the resistance of the upper 6 inches of the soil cover in front of the wall should be ignored in areas where the front of the wall will not be covered with concrete flatwork. Active Earth Pressures As of the date of this report, it is uncertain whether the proposed retaining walls will be backfilled with on- site soils or imported granular materials. For this reason, active and at-rest earth pressures are provided below for both conditions. However, considering that the onsite earth materials have an expansion index of 0 to 20, the use of imported granular materials for backfilling behind the retaining walls as described in the following sections is optional. 1. Onsite Soils Used for Backfill Onsite soils have an expansion index of 0 to 20. Therefore, active earth pressures equivalent to fluids having a density of 35 psf/ft and 51 psf/ft should be used for design of cantilevered walls retaining a level backfill and ascending 2:1 backfill, respectively. For walls that are restrained at the top, at-rest earth pressures of 53 pounds per cubic foot (equivalent fluid pressures) should be used. The above values are for retaining walls that have been supplied with a proper subdrain system (see Figure RW-1). All walls should be designed to support any adjacent structural surcharge loads imposed by other nearby walls or footings in addition to the above recommended active and at-rest earth pressures. 2. Imported Sand, Pea Gravel or Rock Used for Wall Backfill Imported clean sand exhibiting a sand equivalent value (SE) of 30 or greater, pea gravel or crushed rock may be used for wall backfill to reduce the lateral earth pressures provided these granular backfill materials extend behind the walls to a minimum horizontal distance equal to one-half the wall height. In addition, the sand, pea gravel or rock backfill materials should extend behind the walls to a minimum horizontal distance of 2 feet at the base of the wall or to a horizontal distance equal to the heel width of the footing, whichever is greater (see Figures RW-2 and RW-3). For the above 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 31 conditions, cantilevered walls retaining a level backfill and ascending 2:1 backfill may be designed to resist active earth pressures equivalent to fluids having densities of 30 and 41 pounds per cubic f oot, respectively. For walls that are restrained at the top, at-rest earth pressures equivalent to fluids having densities of 45 and 62 pounds per cubic foot are recommended for design of restrained walls supporting a level backfill and ascending 2:1 backfill, respectively. These values are also for retaining walls supplied with a proper subdrain system. Furthermore, as with native soil backfill, the walls should be designed to support any adjacent structural surcharge loads imposed by other nearby walls or footings in addition to the recommended active and at-rest earth pressures. All structural calculations and details should be provided to the project geotechnical consultant for verification purposes prior to grading and construction phases. Earthquake Loads It is our understanding that retaining wall plans are not available at the time of this report. Section 1803.5.12 of the 2022 CBC requires the determination of lateral loads on retaining walls from earthquake forces for structures in seismic design categories D through E that are supporting more than six feet of backfill height. Recommendations for design of walls exceeding six feet in height can be provided once retaining walls plans are available for review. Geotechnical Observation and Testing All grading associated with retaining wall construction, including backcut excavations, observation of the footing trenches, installation of the subdrainage systems, and placement of backfill should be provided by a representative of the project geotechnical consultant. Backdrains To reduce the likelihood of the entrapment of water in the backfill soils, weepholes or open vertical masonry joints may be considered for retaining walls not exceeding a height of 3 feet. Weepholes, if used, should be 3-inches minimum diameter and provided at intervals of 6 feet or less along the wall. Open vertical masonry joints, if used, should be provided at 32-inch intervals. A continuous gravel fill, 3 inches by 12 inches, should be placed behind the weepholes or open masonry joints. The gravel should be wrapped in filter fabric to prevent infiltration of fines and subsequent clogging of the gravel. Filter fabric may consist of Mirafi 140N or equivalent. A perforated pipe-and-gravel backdrain should be constructed behind retaining walls exceeding a height of 3 feet (see Figure RW-1). Perforated pipe should consist of 4-inch-minimum diameter PVC Schedule 40, or ABS SDR-35, with the perforations laid down. The pipe should be encased in a 1-foot-wide column of ¾-inch to 1½-inch open-graded gravel. If on-site soils are used as backfill, the open-graded gravel should 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 32 extend above the wall footings to a minimum height equal to one-third the wall height or to a minimum height of 1.5 feet above the footing, whichever is greater. The open-graded gravel should be completely wrapped in filter fabric consisting of Mirafi 140N or equivalent. Solid outlet pipes should be connected to the subdrains and then routed to a suitable area for discharge of accumulated water. Waterproofing The backfilled sides of retaining walls should be coated with an approved waterproofing compound or covered with a similar material to inhibit migration of moisture through the walls. Temporary Excavations Temporary slopes may be cut at a gradient no steeper than 1:1 (h:v). However, the project geotechnical engineer should observe temporary slopes for evidence of potential instability. Depending on the results of these observations, flatter slopes may be necessary. The potential effects of various parameters such as weather, heavy equipment travel, storage near the tops of the temporary excavations and construction scheduling should also be considered in the stability of temporary slopes. Wall Backfill Recommended active and at-rest earth pressures for design of retaining walls are based on the physical and mechanical properties of the onsite soil materials. The backfill behind the proposed retaining walls, they should be placed in approximately 6- to 8-inch-thick maximum lifts, watered as necessary to achieve near optimum moisture conditions, and then mechanically compacted in place to a minimum relative compaction of 90 percent. Flooding or jetting of the backfill materials should be avoided. A representative of the project geotechnical consultant should observe the backfill procedures and test the wall backfill to verify adequate compaction. Masonry Block Screen Walls Construction On or Near the Tops of Descending Slopes Continuous footings for masonry walls proposed on or within 5 feet from the top of a descending cut or fill slope should be deepened such that a horizontal clearance of 5 feet is maintained between the outside bottom edge of the footing and the slope face. The footings should be reinforced with two No. 4 bars, one top and one bottom. Plans for top-of-slope masonry walls proposing pier and grade beam footings should be reviewed by the project geotechnical consultant prior to construction. 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 33 Construction on Level Ground Where masonry walls are proposed on level ground and 5 feet or more from the tops of descending slopes, the footings for these walls may be founded 18 inches or more below the lowest adjacent final grade. These footings should also be reinforced with two No. 4 bars, one top and one bottom. Construction Joints In order to reduce the potential for unsightly cracking related to the effects of differential settlement, positive separations (construction joints) should be provided in the walls at horizontal intervals of approximately 20 to 25 feet and at each corner. The separations should be provided in the blocks only and not extend through the footings. The footings should be placed monolithically with continuous rebars to serve as effective "grade beams" along the full lengths of the walls. CONSTRUCTION SERVICES This report has been prepared for the exclusive use of Fontana Investment 2023, LLC to assist the project engineers and architect in the design of the proposed development. It is recommended that Petra be engaged to review the final-design drawings and specifications prior to construction. This is to document that the recommendations contained in this report have been properly interpreted and are incorporated into the project specifications. If Petra is not accorded the opportunity to review these documents, we can take no responsibility for misinterpretation of our recommendations. We recommend that Petra be retained to provide soil-engineering services during construction of the excavation and foundation phases of the work. This is to observe compliance with the design, specifications, or recommendations and to allow design changes if subsurface conditions differ from those anticipated prior to start of construction. If the project plans change significantly (e.g., building loads or type of structures), we should be retained to review our original design recommendations and their applicability to the revised construction . If conditions are encountered during construction that appears to be different than those indicated in this report, this office should be notified immediately. Design and construction revisions may be required. LIMITATIONS This report is based on the project, as described and the geotechnical data obtained from the field tests performed and our laboratory test data. The materials encountered on the project site and utilized in our 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 34 laboratory evaluation are believed representative of the total area . However, soil materials can vary in characteristics between excavations, both laterally and vertically. The conclusions and opinions contained in this report are based on the results of the described geotechnical evaluations and represent our professional judgment. The findings, conclusions and opinions contained in this report are to be considered tentative only and subject to confirmation by the undersigned during the construction process. Without this confirmation, this report is to be considered incomplete and Petra or the undersigned professionals assume no responsibility for its use. In addition, this report should be reviewed and updated after a period of 1 year or if the site ownership or project concept changes from that described herein. The professional opinions contained herein have been derived in accordance with current standards of practice and no warranty is expressed or implied. Respectfully submitted, PETRA GEOSCIENCES, INC. 8/16/23 Edward Lump Grayson R. Walker Associate Geologist Principal Engineer CEG 1924 GE 871 EL/GRW/lv W:\2020-2025\2023\200\23-202\Reports\23-202 110 Preliminary Geotechnical Evaluation.docx IAPETRA 5 ,NC. ~ GEOSCI ENCE SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 35 REFERENCES American Concrete Institute, 2008, Building Code Requirements for Structural Concrete (ACI 318 -08) and Commentary. American Society for Testing and Materials (ASTM) – Standard – Section Four – Construction, Volume 04.08 Soil and Rock American Society of Civil Engineers (ASCE) 7 -05 Minimum Design Loads for Buildings and Other Structures. Bedrossian, T.L., Hayhurst, C.A., and Roffers, P.D., 2010, Geologic Compilation o f Quaternary Surficial Deposits in Southern California, San Bernardino 30’ x 60’ Quadrangle, CGS Special Report 217, Plate 13, July. Bryant, W.A., and Hart, E.W., 2007, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps, Californ ia Geological Survey, Special Publication 42. California Building Code (2022), California Code of Regulations, Title 24, Par 2, Volume 2 of 2, Based on the 2021 International Building Code, California Building Standards Commission. California Department of Water Resources, 2023, Water Data Library, http://www.water.ca.gov/waterdatalibrary/groundwater/. California Geological Survey (CGS), 2023, California Earthquake Hazards Zone Application (EQ Zapp), https://www.conservation.ca.gov/cgs/geohazards/eq-zapp, searched June. Cao, T., et al., 2003, Revised 2002 California Probabilistic Seismic Hazard Maps, June 2003: California Geological Survey. Environmental Data Resources, Inc. (EDR), 2023a, EDR Historical Topo Map Report, District Property 1, Knox Ave. South of S. Highland Ave, Fontana, CA, 92336 (Inquiry No. 7352995.4), dated June 1. _______, 2023b, The EDR Aerial Photo Decade Package, District Property 1, Knox Ave. South of S. Highland Ave., Fontana, CA, 92336 (Inquiry No. 7352995.11), dated June 1. Federal Emergency Management Agency (FEMA), 2008, Flood Insurance Rate Map (FIRMette), San Bernardino County, California and Incorporated Areas, Map Number 06071C7915H, revised August 28. Google Earth™ 2023, by Google Earth, Inc., http://www.google.com/earth/index.html, accessed May. Greenbook, 2012, Standard Specifications for Public Works Construction, by Public Works Standards, Inc., BNI Publishers. International Conference of Building Officials, 1998, “Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada”, California Division of Mines and Geology. Jennings, C.W. and Bryant, W.A., 2010, Fault Activity Map of California: California Geological Survey, Geologic Data Map No. 6. Morton, D.M. and Matt, J.C., 2001, Geologic Map of the Devore 7.5’ Quadrangle, San Bernardino County, California, USGS Open-File Report 01-173, Version 1.0. Office of Statewide Health Planning and Development (OSHPD), 2021, Seismic Design Maps, U.S. Seismic Design Maps (seismicmaps.org) 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FONTANA INVESTMENT 2023, LLC August 16, 2023 District Property 1, Knox Avenue / Fontana J.N. 23-202 Page 36 REFERENCES San Bernardino County, 2010, County Land Use Plan, General Plan, Geologic Hazard Overlays, Devore Sheet, FH21 C, plot date March 9. Southern California Earthquake Center (SCEC), 1999, Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California: organized through the Southern California Earthquake Center, University of Southern California. Southern California Earthquake Data Center (SCEDC), 2014, http://www.data.scec.org/significant/index.html. Tokimatsu, K.; Seed, H.B.; 1987; Evaluation of settlements in sands due to earthquake shaking; Journal of Geotechnical Engineering: Vol. 113, No. 8, p. 861-879. United States Geologic Survey (U.S.G.S.), 1996a, Probabilistic Seismic Hazard Assessment for the State of California, Open-File Report 96-706. ______, 1996b, National Seismic-Hazards Maps, Open-File Report 96-532. ______, 2002, Documentations for the 2002 Update of the National Seismic Hazard Maps, Open -File Report 02-20. ______, 2007, Preliminary Documentation for the 2007 Update of the United States National Seismic Hazard Maps, Seismic Hazards Mapping Project, Open-File Report 2007-June Draft. ______, 2011, Earthquake Ground Motion Parameters, Version 5.1.0, utilizing ASCE 7 Standard Analysis Option, dated February 10. ______, 2021, Unified Hazard Tool Calculator, Unified Hazard Tool (usgs.gov) Wire Reinforcement Institute (WRI), 1996, Design of Slabs on Ground. 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK FIGURES 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK H PETRA NATIVE SOIL BACKFILL / ~ ~ _}Sloped= g: surtace .. Compacted on-site soil r;:;O" • :; : ,,,, ~ Fi~ter_fabric (shoui~ consist of : ~o (/ ~ M1raf1 140N or eqwvalent) ~ 4 inch perforated pipe. Perforated pipe should consist of 4" diameter ABS SDR-35 or PVC Schedule 40 or approved equivalent with the • perforations laid down. Pipe should be laid on . at least 2 inches of open-graded gravel. * Vertical height (h) and slope angle of backcut per soils report. Based on geologic conditions, configuration of backcut may require revisions (i.e. reduced vertical height, revised slope angle, etc.) RETAINING WALL BACKFILL AND SUBDRAIN DETAILS FIGURE RW-1 H PETR IMPORTED SAND BACKFILL Waterproofing compound .-:-,:/{::}:(~ stall subdrain system :}\-:/:~:\{: cubic toot per toot min. of s14" -1 112" -/•:_:,::..-.:-:.-·./.-pen graded gravel wrapped in filter • ... _.:_.·.:::·-:::· •• bric. Filter fabric (should consist of • Mirafi 140N or equivalent). 4 inch perforated pipe. Perforated pipe should consist of 4" diameter ABS SDR-35 or PVC Schedule 40 or approved equivalent with the • perforations laid down. Pipe should be laid on .• at least 2 inches of open-graded gravel. * At base of wall, the non-expansive backfill materials should extend to a min. distance of 2' or to a horizontal distance equal to the heel width of the footing, whichever is greater. RETAINING WALL BACKFILL AND SUBDRAIN DETAILS FIGURE RW-2 IMPORTED GRAVEL OR CRUSHED ROCK BACKFILL H PETR Non-expansive imported •• gravel or crushed rock Install filter fabric (Mirafi 140N or equal) to prevent migration of fines into backfill. . 4 inch perforated pipe. Perforated pipe should • consist of 4" diameter ABS SDR-35 or PVC . Schedule 40 or approved equivalent with the perforations laid down. If pea gravel used, pipe should be encased in 1 cubic foot per • foot min. of 3/4" -1 i/2" open-graded gravel wrapped in filter fabric (Mirafi 140N or equal) Pipe should be laid on at least 2 inches of gravel. * At base of wail, the non-expansive backfill materials should extend to a min. distance of 2' or to a horizontal distance equal to the heel width of the footing, whichever is greater. RETAINING WALL BACKFILL AND SUBDRAIN DETAILS FIGURE RW-3 Site Location Map PETRA GEOSCIENCES, INC. COSTA MESA MURRIETA PALM DESERT SANTA CLARITA Figure 1J.N.: SCALE: see map DATE: DWG BY: 40880 COUNTY CENTER DRIVE, SUITE M TEMECULA, CALIFORNIA 92591 PHONE: (951) 600-9271 District Property 1, Knox Avenue Fontana, San Bernardino County, California - Approximate Site Location LEGEND N N TP-15 - Approximate location of exploratory test pit - Approximate Location of Exploratory Boring LEGEND B-7 Af Qal - Artificial Fill - Quaternary Young Alluvium - Quaternary/Tertiary Sandstone Qls - Quaternary Landslide Deposits QTsw GEOLOGIC UNITS N 1 mile - Reproduced from: USGS, 2023, The National Map August 2023 23-202 epl • Base Map Reference: Google Earth, 2023, aerial dated September 2021. PETRA GEOSCIENCES, INC. 40880 County Center Drive, Suite M Temecula, California 92591 PHONE: (714) 549-8921 COSTA MESA TEMECULA VALENCIA PALM DESERT CORONA Test Pit Location Map District Property 1, Walnut Street Fontana, San Bernardino County, California DATE: August, 2023 J.N.: 23-202 Figure 2 N N TP-15 - Approximate location of exploratory test pit - Approximate Location of Exploratory Boring LEGEND B-7 Af Qal - Artificial Fill - Quaternary Young Alluvium - Quaternary/Tertiary Sandstone Qls - Quaternary Landslide Deposits QTsw GEOLOGIC UNITS GEOSCIENCES LEGEND - Approximate Limits of Subject Property N 1,033 ft. - Approximate Location of Exploratory Test PitTP-11 P-1 TP-11 TP-1 TP-2 TP-3 TP-4 TP-5 TP-6 TP-7 TP-8 TP-9 TP-10 P-1 - Approximate Location of Percolation Test Pit Storm Drain Inlet Partially Buried Concrete Headwall and Two Inlet Pipes ····-··--· I I 0PETR'\. APPENDIX A EXPLORATION LOGS ~PETRA ~ GEOSCI ENCES"c. SOLID AS A ROCK Key to Soil and ·Bedrock Symbols and Terms ' ' _,;,, ' .. . Unified . Soil Clajsification Sy-stem -S GRAVELS Clean Gravels GW Well-graded gravels, gravel-sand mixtures, little or no fines -~ more than half of coarse f---JC.:::le~ss~th:::an=5..:.:%:..:fi~m;:::e;::.s)i.+..:G~P~-J--.;P,;;o,:::or:.:.1Y~--=!rnl:.:;'d;:;ed:..gre:.:,a.:..;ve::ls::!'..&;trr~a:v.;.e=-1-::san=.;;d-=m1=·x:::tur:;=..:;e:;:;s,~l.:..;itt.::le:...::or:.:n:.:o:..;fi:::m:.:es:;;.__ ___ --I _g ~ fraction is larger than #4 Gravels GM S iltv Gravels, ooorlv-=ded ~ravel-sand-silt mixtures "' ., sieve w ith fmes GC C layey Gravels, poorly-graded gravel~sand -clay mixtures ·;; 11-----S-AND--S---+--C-l_e_an~San'--ds--+--SW....c....+-,W=--,el,,_l-..:.gr-a~d-e d.,....-san-----;,ds-,-gr-'a'""v=el,.,.ly-san-"'=ru-s,..,,li:-tt-,-le_o_r_n_o--;fi=-m-e-s ---------1 -~ -S more than half o f coarse (less than 5% fines) SP Poorly-graded sands, gravelly sands, little or no fines ~ B fraction i s smaller than #41---'-'--'--'-''-'-s""an"--ds~...=;~-+--S"-'M'---+-s~il,...ty-.-San=-,ds,...,-p-oo-rly---'gra-=-,d,...ed--,-san=---,d,...-gr-a-'v-e.,...1-...,si,,.lt_m_,i,...x _tur_e_s--------1 ~ ;§ s ieve with fmes SC Cl ayey Sands, poorly-graded sand-gravel-clay mixtures ~ -~ ML Inorganic silts & very fine sands, silty or clayey fine sands, Cll ., SILTS & CLAYS clayey silts with slight plasticity ; i Liquid Limit CL Inorganic clays oflow to m e dium plasticity, gravelly clays, 0 P Less Than 50 sandy clays, silty clays, lean clays ~ t: OL Organic silts & clays oflow plasticity -~----------------+-------+-,,......a'---,,--,-,----,-''----'--:-T--,--~---=-------:---,,-------1 ~ ] SILTS & CLAYS MH Inorganic silts, micac eous or diatomaceous fme sand or silt ~ .. Liquid Limit CH Inorganic clays of h igh plasticity, fat clays t; Greater Than 50 OH Organic silts and clays of medium-to-high plasticity Hiehly Oreanic Soils PT Peat, humus swamp soi ls with high organic content -Grain Size .f ,. ' ' , • '' ~ i"-· . .' Modifiers ., Trace <)% Description Sieve Size Grain Size Approximate Size Few 1 -5% Some 5-12% Boulders >12" > 12" Larger than basketball-sized Numerous 12-2 0 % Cobbles 3 -12" 3 -12" Fist-sized to basketball-sized coarse 3/4 -3" 3/4 -3" Thumb-sized to fist-sized Gravel fine #4 -3/4" 0.19 -0 .75" Pea-sized to thumb-sized coarse #10 -#4 0.079-0.19" Rock salt-sized to oea-sized Sand medium #40 -#10 0.017 -0.079" Sugar-sized to rock salt-sized fine #200 -#40 0 .0029 -0.017" Flour-sized to sugar-sized to Fines Passing #200 <0.0029" Flour-sized and smaller Labor.at~ry Tes:t Ablfrevi.ations ' ·,) , ' Bedrock Hardness Ca n be crus hed and granulated by MAX Maximum Dry Density MA Mechanical (Particle Size) Analysis Soft hand; •soil like• and structureless EXP Expansion Potential AT Atterberg Limits SO4 Soluble Sulfate Content #200 #200 Screen Wash RES Resistivity DSU Direct Shear (Undisturbed Sample) Ca n be grooved with fingernails; Moderately gouged easily with butler kn~e ; Hard crumbles under light hammer blows pH Acidity DSR Direct Shear (Remolded Sample) CON Consolidation HYD Hydrometer Analysis Cannot b<eak by hand; can be Hard grooved with a sha rp knife; breaks SW Swell SE Sand Equivalent with a moderate hammer blow CL Chloride Content oc Organic Content RV R-Value COMP Mortar Cylinder Compression Very Hard Sha rp kn~e leaves scratch; chips with repeated hammer blows Sampler, and ~yriIJ>ol Des,~riptiQD;S '.¥ Approximate Depth of Groundwater Encountered J Approximate Depth of Standing Groundwater I Modified California Split Spoon Sample ~ No Recovery in Mod. Calif. Split Spoon Sample Standard Penetration Test I Shelby Tube Sample I Bulk Sample No Recovery in SPT Sampler D No Recovery in Shelby Tube Notes: Blows Per Foot: Number of blows required to advance sampler 1 foot (unless a lesser distance is specified). Sample rs in general were driven into the soil or bedrock at the bottom of the bole with a standard (140 lb.) hammer dropping a standard 30 inches unless noted otherwise in Log Notes. Drive samples collected in bucket auger borings m ay be obtained by dropping non-standard weight from variable heights. When a SPT sampler is used the blow count conforms to ASTM D-1586 0 5 10 15 20 25 30 35 TOPSOIL Silty SAND (SM): Grayish brown, dry, fine grained rounded gravel - 10%. YOUNGER ALLUVIUM (Qya) Silty SAND (SM): Grayish brown, dry, 2" rounded gravel - 5%. Gravelly SAND to Sandy GRAVEL (SP/GP): Brown, dry, fine grained gravel - 50%, cobbles - 5%. SAND (SP): Dark yellowish brown, medium- to coarse-grained, some gravel. Total Depth = 9' No groundwater Test pit backfilled with cuttings. Job No.:23-202 Client:Diversified Pacific Communities Date:7/28/23 Drill Method:Backhoe Driving Weight:N/A Logged By:KTM Depth (Feet) Lith- ology Material Description W A T E R Blows per 6 in. Samples C o r e B u l k Moisture Content (%) Laboratory Tests Dry Density (pcf) Other Lab Tests T E S T P I T L O G Petra Geosciences, Inc.PLATE A-1 Project:Knox Avenue and Walnut Street Boring No.: TP-1 Location:Fontana Elevation: I I I I T I I - -<-- ,. ,. __ ..... . f--f--. . : . . . . _:.-_.:.:_:_:_ -- _.:··· -- -f--- --- - --- --- -f--- --- -f--_ --- --- -f--- -__ , -f--- --- -f--f-- -f--_ - -f--- --- -f--f-- --- --- -f--- --- - -__ , I I I I I I I I I 0 5 10 15 20 25 30 35 TOPSOIL Silty SAND (SM): Grayish brown, dry, fine- to medium-grained, 3" rounded gravel - 10%, rootlets. YOUNGER ALLUVIUM (Qya) Silty SAND (SM): Grayish brown, dry, fine grained to 2" gravel - 20%. Gravelly SAND (SP/GP): Yellowish brown, dry, loose, fine- to coarse-grained, gravel - 55%, cobbles up to 8" - 15%, boulders - 2%. moist. Total Depth = 9.5' No groundwater Test pit backfilled with cuttings. Job No.:23-202 Client:Diversified Pacific Communities Date:7/28/23 Drill Method:Backhoe Driving Weight:N/A Logged By:KTM Depth (Feet) Lith- ology Material Description W A T E R Blows per 6 in. Samples C o r e B u l k Moisture Content (%) Laboratory Tests Dry Density (pcf) Other Lab Tests T E S T P I T L O G Petra Geosciences, Inc.PLATE A-2 Project:Knox Avenue and Walnut Street Boring No.:TP-2 Location:Fontana Elevation: 0 5 10 15 20 25 30 35 TOPSOIL Silty SAND (SM): Grayish brown, dry, fine grained to rounded 2" gravel - 15%. YOUNGER ALLUVIUM (Qya) Gravelly SAND (SP/GP): Gray to yellowish brown, dry, loose, medium- to coarse-grained, gravel - 40%, up to 8" cobbles - 5%. thick bed of course grained sand. sand -70%, gravel - 25%, cobbles - 5%. Total Depth = 10' No groundwater Test pit backfilled with cuttings. Job No.:23-202 Client:Diversified Pacific Communities Date:7/28/23 Drill Method:Backhoe Driving Weight:N/A Logged By:KTM Depth (Feet) Lith- ology Material Description W A T E R Blows per 6 in. Samples C o r e B u l k Moisture Content (%) Laboratory Tests Dry Density (pcf) Other Lab Tests T E S T P I T L O G Petra Geosciences, Inc.PLATE A-3 Project:Knox Avenue and Walnut Street Boring No.:TP-3 Location:Fontana Elevation: JIJ IJI - - - - - - -f--~ -f--- --- - -f--- --- - --- --- - --- --- -f--- --- --- -f--- --- - -f--- 0 5 10 15 20 25 30 35 TOPSOIL Silty SAND (SM): Grayish brown, dry, loose, fine- to medium-grained, rootlets. YOUNGER ALLUVIUM (Qya) Gravelly SAND (SP/GP): Grayish brown, dry, fine- to medium-grained, rounded gravel - 15%, cobbles up to 9" - 10%. Yellowish brown, slightly moist, gravel - 45%, cobbles up to 8" - 10%. Total Depth = 10' No groundwater Test pit backfilled with cuttings. Job No.:23-202 Client:Diversified Pacific Communities Date:7/28/23 Drill Method:Backhoe Driving Weight:N/A Logged By:KTM Depth (Feet) Lith- ology Material Description W A T E R Blows per 6 in. Samples C o r e B u l k Moisture Content (%) Laboratory Tests Dry Density (pcf) Other Lab Tests T E S T P I T L O G Petra Geosciences, Inc.PLATE A-4 Project:Knox Avenue and Walnut Street Boring No.:TP-4 Location:Fontana Elevation: 1----1---- -- -- I--- 1----1---- 1----1---- -- -- - - - - -1----I-- -1----1---- --- - - -I--I-- -I--I-- --- -1--- -1----1---- -1----1---- --- --- -1--- - - - - - - -1----1---- 0 5 10 15 20 25 30 35 TOPSOIL Silty SAND (SM): Grayish brown, dry, loose, fine- to medium-grained, rootlets, gravel - 10%. YOUNGER ALLUVIUM (Qya) Gravelly SAND (SP/GP): Gray, dry, fine- to medium-grained, gravel - 55%, cobbles up to 8" - 10%. Yellowish brown, slightly moist, gravel - 40%, cobbles up to 12". Total Depth = 8.5' No groundwater Test pit backfilled with cuttings. Job No.:23-202 Client:Diversified Pacific Communities Date:7/28/23 Drill Method:Backhoe Driving Weight:N/A Logged By:KTM Depth (Feet) Lith- ology Material Description W A T E R Blows per 6 in. Samples C o r e B u l k Moisture Content (%) Laboratory Tests Dry Density (pcf) Other Lab Tests T E S T P I T L O G Petra Geosciences, Inc.PLATE A-5 Project:Knox Avenue and Walnut Street Boring No.:TP-5 Location:Fontana Elevation: JIJ IJI - - - - - - - - -f--~ -f--- --- - -f--- --- - --- --- - --- --- -f--- --- --- -f--- --- - -f--- 0 5 10 15 20 25 30 35 TOPSOIL Silty SAND (SM): Brown, dry, loose, fine-grained, rootlets, gravel up to 2" - 5%. YOUNGER ALLUVIUM (Qya) Gravelly SAND (SP/GP): Gray, dry, medium-grained, rounded gravel - 35%, cobbles up to 8" - 15%. Yellowish brown, sand - 50%, gravel - 35%, cobbles 10%, boulders up to 14" - 5%. Total Depth = 10' No groundwater Test pit backfilled with cuttings. Job No.:23-202 Client:Diversified Pacific Communities Date:7/28/23 Drill Method:Backhoe Driving Weight:N/A Logged By:KTM Depth (Feet) Lith- ology Material Description W A T E R Blows per 6 in. Samples C o r e B u l k Moisture Content (%) Laboratory Tests Dry Density (pcf) Other Lab Tests T E S T P I T L O G Petra Geosciences, Inc.PLATE A-6 Project:Knox Avenue and Walnut Street Boring No.:TP-6 Location:Fontana Elevation: --- -- -- C------ -- -- -- -- -- - - - - - - --- --- --- --- -C------ --- --- --- --- -C------ --- --- --- - - - - - - 0 5 10 15 20 25 30 35 TOPSOIL Silty SAND (SM): Grayish brown, dry, loose, fine- to medium-grained, gravel up to 2" - 15%. YOUNGER ALLUVIUM (Qya) Gravelly SAND (SP/GP): Yellowish brown, dry, gravel - 45%, cobbles up o 7" - 10%. Gray. Dark yellowish brown, slightly moist, trace roots, gravel - 45%, cobbles - 5%, boulders up to 12" - 5%. SAND (SP): gravel - 15%, cobbles - 5%, boulders up to 13" - 5%. Total Depth = 10' No groundwater Test pit backfilled with cuttings. Job No.:23-202 Client:Diversified Pacific Communities Date:7/28/23 Drill Method:Backhoe Driving Weight:N/A Logged By:KTM Depth (Feet) Lith- ology Material Description W A T E R Blows per 6 in. Samples C o r e B u l k Moisture Content (%) Laboratory Tests Dry Density (pcf) Other Lab Tests T E S T P I T L O G Petra Geosciences, Inc.PLATE A-7 Project:Knox Avenue and Walnut Street Boring No.:TP-7 Location:Fontana Elevation: -.· -::.·.:::.·.: - - - - - - - - - - - - - - - - - - - - - - - - - 0 5 10 15 20 25 30 35 TOPSOIL Silty SAND (SM): Grayish brown, dry, loose, fine-grained, rootlets, gravel up tom .75" - 3%. YOUNGER ALLUVIUM (Qya) Gravelly SAND (SP/GP): Yellowish brown to gray, dry, medium-grained, Total Depth = 10' No groundwater Test pit backfilled with cuttings. Job No.:23-202 Client:Diversified Pacific Communities Date:7/28/23 Drill Method:Backhoe Driving Weight:N/A Logged By:KTM Depth (Feet) Lith- ology Material Description W A T E R Blows per 6 in. Samples C o r e B u l k Moisture Content (%) Laboratory Tests Dry Density (pcf) Other Lab Tests T E S T P I T L O G Petra Geosciences, Inc.PLATE A-8 Project:Knox Avenue and Walnut Street Boring No.:TP-8 Location:Fontana Elevation: gravel - 30%, cobbles up to 6" - 2%. Dark yellowish brown, slightly moist . Gray to yellowish brown. --- -- -- C------ -- -- -- -- -- - - - - - - --- --- --- --- -C------ --- --- --- --- -C------ --- --- --- - - - - - - 0 5 10 15 20 25 30 35 TOPSOIL Silty SAND (SM): Grayish brown, dry, loose, fine-grained, rootlets, gravel up to 1" - 10%. YOUNGER ALLUVIUM (Qyf) Gravelly SAND (SP/GP): Gray, dry, medium- to coarse-grained, gravel - 45%, cobbles up to 6" - 10%. Yellowish brown, rootlets, cobbles size increases up to 8". Dark yellowish brown, medium- to coarse-grained, gravel - 10%, cobbles - 5%, sand 85%. Total Depth = 9.5' No groundwater Test pit backfilled with cuttings. Job No.:23-202 Client:Diversified Pacific Communities Date:7/28/23 Drill Method:Backhoe Driving Weight:N/A Logged By:KTM Depth (Feet) Lith- ology Material Description W A T E R Blows per 6 in. Samples C o r e B u l k Moisture Content (%) Laboratory Tests Dry Density (pcf) Other Lab Tests T E S T P I T L O G Petra Geosciences, Inc.PLATE A-9 Project:Knox Avenue and Walnut Street Boring No.:TP-9 Location:Fontana Elevation: 1----1---- -- -- I--- 1----1---- 1----1---- -- -- - - - - - -1----1---- --- - - -I--I-- -I--I-- --- -1--- -1----1---- -1----1---- --- --- -1--- - - - - - - -1----1---- 0 5 10 15 20 25 30 35 TOPSOIL Silty SAND (SM): Grayish brown, dry, loose, rootlets, gravel up to 1" - 10%. YOUNGER ALLUVIUM (Qya) Gravelly SAND (SP/GP): Yellowish brown to brown, dry, fine- to medium- grained, gravel - 30%, cobbles up to 6" - 20%. Gray. Dark yellowish brown, medium-grained, gravel - 25%, cobbles - 5%, boulders up to 12" - 5%. medium- to coarse-grained. Total Depth = 9' No groundwater Test pit backfilled with cuttings. Job No.:23-202 Client:Diversified Pacific Communities Date:7/28/23 Drill Method:Backhoe Driving Weight:N/A Logged By:KTM Depth (Feet) Lith- ology Material Description W A T E R Blows per 6 in. Samples C o r e B u l k Moisture Content (%) Laboratory Tests Dry Density (pcf) Other Lab Tests T E S T P I T L O G Petra Geosciences, Inc.PLATE A-10 Project:Knox Avenue and Walnut Street Boring No.:TP-10 Location:Fontana Elevation: 11:1: :1:1: -•.=:~>: 1----1---- -- -- I--- 1----1---- 1----1---- -- -- - - - - - -1----I-- -1----1---- --- - - -I--I-- -I--I-- --- -1--- -1----1---- -1----1---- --- --- -1--- - - - - - - -1----1---- 0 5 10 15 20 25 30 35 TOPSOIL Silty SAND (SM): Brown, slightly moist, fine-grained, trace garbage/plastic debris. YOUNGER ALLUVIUM (Qya) Gravvley SAND (SP/GP): Yellowish brown, slightly moist, medium-grained, gravel - 30%, cobbles - 10%, boulders up to 10" - 3%. Total Depth = 5.5' No groundwater Test pit backfilled with cuttings. Job No.:23-202 Client:Diversified Pacific Communities Date:7/28/23 Drill Method:Backhoe Driving Weight:N/A Logged By:KTM Depth (Feet) Lith- ology Material Description W A T E R Blows per 6 in. Samples C o r e B u l k Moisture Content (%) Laboratory Tests Dry Density (pcf) Other Lab Tests T E S T P I T L O G Petra Geosciences, Inc.PLATE A-11 Project:Knox Avenue and Walnut Street Boring No.:TP-11 Location:Fontana Elevation: 0 5 10 15 20 25 30 35 TOPSOIL Silty SAND (SM): Grayish brown, dry, fine- to medium-grained, rootlets, gravel up to 2" - 10%. YOUNGER ALLUVIUM (Qya) Gravelly SANd (SP/GP): Gray, dry, medium-grained, gravel - 35%, cobbles up to 8" - 10%. Yellowish brown, gravel - 35%, cobbles - 10%, boulders up to 18" - 5%. Total Depth = 5' No groundwater Percolation test installed at bottom of pit (4-5'). Project:Knox Avenue and Walnut Street Boring No.:P-1 Location:Fontana Elevation: Job No.:23-202 Client:Diversified Pacific Communities Date:7/28/23 Drill Method:Bachoe Driving Weight:N/A Logged By:KTM Depth (Feet) Lith- ology Material Description W A T E R Blows per 6 in. Samples C o r e B u l k Moisture Content (%) Laboratory Tests Dry Density (pcf) Other Lab Tests T E S T P I T L O G Petra Geosciences, Inc.PLATE A-12 ?~ :~/: =•·:; ·: APPENDIX B LABORATORY TEST PROCEDURES LABORATORY DATA SUMMARY 6PETRA ~ GEOSCI ENCES'NC. SOLID AS A ROCK _____________________________________________________ ______________________________________ PETRA GEOSCIENCES, INC. Laboratory Address: 1251 W. Pomona Road, Unit 103, Corona, CA, 92882 J.N. 23-202 LABORATORY TEST PROCEDURES Soil Classification Soils encountered within the exploratory borings were initially classified in the field in general accordance with the visual-manual procedures of the Unified Soil Classification System (ASTM D 2488). The samples were re-examined in the laboratory and the classifications reviewed and then revised where appropriate . The assigned group symbols are presented in the Boring Logs (Appendix A). Maximum Dry Density and Optimum Moisture Content The maximum dry density and optimum moisture content of the on-site soils were determined for selected bulk samples in accordance with current version of ASTM D 1557. The results of these tests are presented on Plate B-1. Expansion Index The expansion index of onsite soils was determined per ASTM D 4829. The expansion index and expansion potential are presented in Plate B-1. Corrosivity Tests Chemical analyses were performed on a selected sample to determine concentrations of soluble sulfate and chloride, as well as pH and resistivity. These tests were performed in accordance with California Test Method Nos. 417 (sulfate), 422 (chloride) and 643 (pH and resistivity). Test results are presented in Plate B-1. Percent Passing No. 200 Sieve Selected samples were run through a number 200 sieve in general accordance with the latest version of Test Method ASTM D 1140. The results of these tests are included on Plate B-1. _____________________________________________________ ______________________________________ PETRA GEOSCIENCES, INC. Laboratory Address: 1251 W. Pomona Road, Unit 103, Corona, CA, 92882 J.N. 23-202 PLATE B-1 LABORATORY DATA SUMMARY Laboratory Maximum Dry Density Sample Location Soil Type Optimum Moisture (%) Maximum Dry Density (pcf) P-1 @ 0-4’ Gravelly silty fine- to coarse-grain SAND 5.5 138.0 PER ASTM D 1557 and D4718-15 (Oversize Correction at 20.6%) Corrosivity Sample Location Sulfate1 (%) Chloride2 (ppm) pH3 Resistivity3 (ohm-cm) P-1 @ 0-4’ 0.0027 248 5.7 1,200 (1) PER CALIFORNIA TEST METHOD NO. 417 (2) PER CALIFORNIA TEST METHOD NO. 422 (3) PER CALIFORNIA TEST METHOD NO. 643 Expansion Index Sample Location Depth (feet) Soil Type Expansion1 Index Expansion Potential P-1 @ 0-4’ Gravelly silty fine- to coarse-grain SAND 0 Very Low (1) PER ASTM D 4829 Percent Passing No. 200 Sieve Sample Location Depth (feet) Soil Type Passing No. 200 Sieve (Percent) P-1 @ 0-4’ Gravelly silty fine- to coarse-grain SAND 14.6 TP-1 @ 0-5’ Gravelly silty fine- to coarse-grain SAND 20.1 (1) PER ASTM D 1140 II I I I II I I I APPENDIX C SEISMIC DESIGN PARAMETERS 6PETRA ~ GEOSCI ENCEs~c. SOLID AS A ROCK OS HPD 23-2021 Knox Ave., Fontana, CA Latitude, Longitude: 34.131710, -117.461 834 0 :i C) (D Jorod Pl umbing Restoration Q 9 ION 9 • G o gle Dat e Design Code Reference Document Risk Category Site Class Type Value Ss 2.149 s, 0.717 SMS 2.579 SM1 null -See Section 11.4.8 Sos 1.719 So1 null -See Section 11.4.8 Type Val ue SDC null -See Section 11.4.8 Fa 1.2 F, null -See Section 11.4.8 PGA 0.898 FPGA 1.2 PGAM 1 .077 TL 12 SsRT 2.149 SsUH 2.342 SsD 2.2 S 1RT 0.834 S1UH 0.932 S1D 0.717 PGAd 0.898 PGAuH 0.927 CRS 0.918 Description Los Cedros Ave 6/8/2023, 10:00:40 AM ASCE7-16 II D • Default {See Section 11.4.3) MCER ground motion. {for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Sile-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Si te ampli fication factor at 1.0 second MCEG peak ground acceleration Si te amplification factor at PGA Site modified peak ground acceleration Long-peri od transition period i n seconds Probabi listic risk-targeted ground motion. (0.2 second) Factored u ni form•-h azard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic accelerati on value. {0.2 second) Probabilistic risk-targeted ground motion. (1 .0 second) Factored uniform-hazard (2% probability of exceedance i n 50 years) spectral acceleration. Factored deterministic acceleration value. {1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Uniform-hazard (2% probabi lity of exceedance ,n 50 years) Peak Ground Acceleration Mapped value of the risk coefficient at short periods Map data «:2023 Type CR1 Cv Value 0.895 1.5 Description Mapped val ue of the risk coefficient at a period of 1 s Vertical coefficient DISCLAIMER While the information presented on this website is believed to be correct, ~EAOC 1-0SHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The matenal presented in this web application should not be used or re~ed upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals . SEAOC I OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice. nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information lrom this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. APPENDIX D INFILTRATION TEST RESULTS 6PETRA ~ GEOSC I ENC Es~c SOL/0 AS A ROCK Total Depth of Boring, Dt (ft):5.4 Zone Tested: 4' -5.4' Diameter of Hole, D (in):15 Date: 7-25-2023 Diameter of Pipe, d (in):2 Agg. Correction (% Voids):40 Pre-soak depth (ft):5 1st Reading 2nd Reading 1 4.33 5.00 8.0 0.12 884 1 4.42 5.00 7.0 0.14 800 1 4.33 5.00 8.0 0.12 884 1 4.33 5.00 8.0 0.12 884 1 4.46 5.00 6.5 0.15 760 1 4.42 5.00 7.0 0.14 800 1 4.42 5.00 7.0 0.14 800 1 4.42 5.00 7.0 0.14 800 1 4.42 5.00 7.0 0.14 800 Soil Description*: medium Gravelly Sand * predominant materials within test zone Percolation Rate: 0.14 min/in 800 gal/day/ft2 Infiltration Rate:130 in/hr* (Porchet Method) r = D / 2 Ho = Dt - Do Hf = Dt - Df DH = ΔD = Ho - Hf Havg = (Ho + Hf) / 2 *Raw Number, Does Not Include a Factor of Safety Reference: RCFCWCD, Design Handbook for LIDBMP, dated September, 2011 August 2023 J.N.: 23-202 Test Number: P-1 40880 County Center Drive, Suite M Temecula, CA 92591 PHONE: (951) 600-9271 Perc. Rate (gal/day/ft^2) Shallow Percolation Test Method Time Interval (min) Depth to Water Surface Dw (ft) Change in Head (in) Perc. Rate (min/in) where Infiltration Rate, It =DH (60r) / Dt (r + 2Havg ) Figure 2 Diversified Pacific / Tennesee & Lugonia Redlands, California PERCOLATION TEST SUMMARY PETRA GEOSCIENCES, INC. COSTA MESA TEMECULA VALENCIA PALM DESERT CORONA SAN DIEGO -t~l- J~ ,. Dw ..... ..., -l • • Dt • • • • • • • • • • " ~PETRA 1 ~ GEOSC I ENCES..d I APPENDIX E STANDARD GRADING SPECIFICATIONS 6PETRA ~ GEOSCI ENCEs~c. SOLID AS A ROCK STANDARD GRADING SPECIFICATIONS Page 1 These specifications present the usual and minimum requirements for projects on which Petra Geosciences, Inc. (Petra) is the geotechnical consultant. No deviation from these specifications will be allowed, except where specifically superseded in the preliminary geology and soils report, or in other written communication signed by the Soils Engineer and Engineering Geologist of record (Geotechnical Consultant). I. GENERAL A. The Geotechnical Consultant is the Owner's or Builder's representative on the project. For the purpose of these specifications, participation by the Geotechnical Consultant includes that observation performed by any person or persons employed by, and responsible to, the licensed Soils Engineer and Engineering Geologist signing the soils report. B. The contractor should prepare and submit to the Owner and Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" and the estimated quantities of daily earthwork to be performed prior to the commencement of grading. This work plan should be reviewed by the Geotechnical Consultant to schedule personnel to perform the appropriate level of observation, mapping, and compaction testing as necessary. C. All clearing, site preparation, or earthwork performed on the project shall be conducted by the Contractor in accordance with the recommendations presented in the geotechnical report and under the observation of the Geotechnical Consultant. D. It is the Contractor's responsibility to prepare the ground surface to receive the fills to the satisfaction of the Geotechnical Consultant and to place, spread, mix, water, and compact the fill in accordance with the specifications of the Geotechnical Consultant. The Contractor shall also remove all material considered unsatisfactory by the Geotechnical Consultant. E. It is the Contractor's responsibility to have suitable and sufficient compaction equipment on the job site to handle the amount of fill being placed. If necessary, excavation equipment will be shut down to permit completion of compaction to project specifications. Sufficient watering apparatus will also be provided by the Contractor, with due consideration for the fill material, rate of placement, and time of year. F. After completion of grading a report will be submitted by the Geotechnical Consultant. II. SITE PREPARATION A. Clearing and Grubbing 1. All vegetation such as trees, brush, grass, roots, and deleterious material shall be disposed of offsite. This removal shall be concluded prior to placing fill. 2. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipe lines, etc., are to be removed or treated in a manner prescribed by the Geotechnical Consultant. STANDARD GRADING SPECIFICATIONS Page 2 III. FILL AREA PREPARATION A. Remedial Removals/Overexcavations 1. Remedial removals, as well as overexcavation for remedial purposes, shall be evaluated by the Geotechnical Consultant. Remedial removal depths presented in the geotechnical report and shown on the geotechnical plans are estimates only. The actual extent of removal should be determined by the Geotechnical Consultant based on the conditions exposed during grading. All soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as determined by the Geotechnical Consultant. 2. Soil, alluvium, or bedrock materials determined by the Soils Engineer as being unsuitable for placement in compacted fills shall be removed from the site. Any material incorporated as a part of a compacted fill must be approved by the Geotechnical Consultant. 3. Should potentially hazardous materials be encountered, the Contractor should stop work in the affected area. An environmental consultant specializing in hazardous materials should be notified immediately for evaluation and handling of these materials prior to continuing work in the affected area. B. Evaluation/Acceptance of Fill Areas All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide sufficient survey control for determining locations and elevations of processed areas, keys, and benches. C. Processing After the ground surface to receive fill has been declared satisfactory for support of fill by the Geotechnical Consultant, it shall be scarified to a minimum depth of 6 inches and until the ground surface is uniform and free from ruts, hollows, hummocks, or other uneven features which may prevent uniform compaction. The scarified ground surface shall then be brought to optimum moisture, mixed as required, and compacted to a minimum relative compaction of 90 percent. D. Subdrains Subdrainage devices shall be constructed in compliance with the ordinances of the controlling governmental agency, and/or with the recommendations of the Geotechnical Consultant. (Typical Canyon Subdrain details are given on Plate SG-1). E. Cut/Fill & Deep Fill/Shallow Fill Transitions In order to provide uniform bearing conditions in cut/fill and deep fill/shallow fill transi tion lots, the cut and shallow fill portions of the lot should be overexcavated to the depths and the horizontal limits discussed in the approved geotechnical report and replaced with compacted fill. (Typical details are given on Plate SG-7.) STANDARD GRADING SPECIFICATIONS Page 3 IV. COMPACTED FILL MATERIAL A. General Materials excavated on the property may be utilized in the fill, provided each material has been determined to be suitable by the Geotechnical Consultant. Material to be used for fill shall be essentially free of organic material and other deleterious substances. Roots, tree branches, and other matter missed during clearing shall be removed from the fill as recommended by the Geotechnical Consultant. Material that is spongy, subject to decay, or otherwise considered unsuitable shall not be used in the compacted fill. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. B. Oversize Materials Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches in diameter, shall be taken offsite or placed in accordance with the recommendations of the Geotechnical Consultant in areas designated as suitable for rock disposal (Typical details for Rock Disposal are given on Plate SG-4). Rock fragments less than 12 inches in diameter may be utilized in the fill provided, they are not nested or placed in concentrated pockets; they are surrounded by compacted fine grained soil material and the distribution of rocks is approved by the Geotechnical Consultant. C. Laboratory Testing Representative samples of materials to be utilized as compacted fill shall be analyzed by the laboratory of the Geotechnical Consultant to determine their physical properties. If any material other than that previously tested is encountered during grading, the appropriate analysis of this material shall be conducted by the Geotechnical Consultant as soon as possible. D. Import If importing of fill material is required for grading, proposed import material should meet the requirements of the previous section. The import source shall be given to the Geotechnical Consultant at least 2 working days prior to importing so that appropriate tests can be performed and its suitability determined. V. FILL PLACEMENT AND COMPACTION A. Fill Layers Material used in the compacting process shall be evenly spread, watered, processed, and compacted in thin lifts not to exceed 6 inches in thickness to obtain a uniformly dense layer . The fill shall be placed and compacted on a horizontal plane, unless otherwise approved by the Geotechnical Consultant. STANDARD GRADING SPECIFICATIONS Page 4 B. Moisture Conditioning Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly above optimum moisture content. C. Compaction Each layer shall be compacted to 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency. (In general, ASTM D 1557- 02, will be used.) If compaction to a lesser percentage is authorized by the controlling governmental agency because of a specific land use or expansive soils condition, the area to received fill compacted to less than 90 percent shall either be delineated on the grading plan or appropriate reference made to the area in the soils report. D. Failing Areas If the moisture content or relative density varies from that required by the Geotechnical Consultant, the Contractor shall rework the fill until it is approved by the Geotechnical Consultant. E. Benching All fills shall be keyed and benched through all topsoil, colluvium, alluvium or creep material, into sound bedrock or firm material where the slope receiving fill exceeds a ratio of 5 horizontal to 1 vertical, in accordance with the recommendations of the Geotechnical Consultant. VI. SLOPES A. Fill Slopes The contractor will be required to obtain a minimum relative compaction of 90 percent out to the finish slope face of fill slopes, buttresses, and stabilization fills. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment, or by any other procedure that produces the required compaction. B. Side Hill Fills The key for side hill fills shall be a minimum of 15 feet within bedrock or firm materials, unless otherwise specified in the soils report. (See detail on Plate SG-5.) C. Fill-Over-Cut Slopes Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or creep material into rock or firm materials, and the transition shall be stripped of all soils prior to placing fill. (see detail on Plate SG-6). STANDARD GRADING SPECIFICATIONS Page 5 D. Landscaping All fill slopes should be planted or protected from erosion by other methods specified in the soils report. E. Cut Slopes 1. The Geotechnical Consultant should observe all cut slopes at vertical intervals not exceeding 10 feet. 2. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be evaluated by the Geotechnical Consultant, and recommendations shall be made to treat these problems (Typical details for stabilization of a portion of a cut slope are given in Plates SG-2 and SG-3.). 3. Cut slopes that face in the same direction as the prevailing drainage shall be protected from slope wash by a non-erodible interceptor swale placed at the top of the slope. 4. Unless otherwise specified in the soils and geological report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. 5. Drainage terraces shall be constructed in compliance with the ordinances of controlling governmental agencies, or with the recommendations of the Geotechnical Consultant. VII. GRADING OBSERVATION A. General All cleanouts, processed ground to receive fill, key excavations, subdrains, and rock disposals must be observed and approved by the Geotechnical Consultant prior to placing any fill. It shall be the Contractor's responsibility to notify the Geotechnical Consultant when such areas are ready. B. Compaction Testing Observation of the fill placement shall be provided by the Geotechnical Consultant during the progress of grading. Location and frequency of tests shall be at the Consultants discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations may be selected to verify adequacy of compaction levels in areas that are judged to be susceptible to inadequate compaction. C. Frequency of Compaction Testing In general, density tests should be made at intervals not exceeding 2 feet of fill height or every 1000 cubic yards of fill placed. This criteria will vary depending on soil conditions and the size of the job. In any event, an adequate number of field density tests shall be made to verify that the required compaction is being achieved. STANDARD GRADING SPECIFICATIONS Page 6 VIII. CONSTRUCTION CONSIDERATIONS A. Erosion control measures, when necessary, shall be provided by the Contractor during grading and prior to the completion and construction of permanent drainage controls. B. Upon completion of grading and termination of observations by the Geotechnical Consultant, no further filling or excavating, including that necessary for footings, foundations, large tree wells, retaining walls, or other features shall be performed without the approval of the Geotechnical Consultant. C. Care shall be taken by the Contractor during final grading to preserve any berms, drainage terraces, interceptor swales, or other devices of permanent nature on or adjacent to the property. S:\!BOILERS-WORK\REPORT INSERTS\STANDARD GRADING SPECS DEPTH AND BEDDING MAY VARY WITH PIPE AND LOAD CHARACTERISTICS. (3' TYPICAL) PROPOSED COMPACTED FILL REMOVE UNSUITABLE MATERIAL c;~;,~ENTNAT1~~so1L: • •. ORBEDROCKMATERIALS • AS DETERMINED BY THE • • GEOTECHN/CAL • • • • CONSUL TANT • • ALTERNATE SUBDRAIN SYSTEM - • · MINIMUM OF 9 CUBIC FEET PER < LINEAL FOOT OF CLASS 2 FILTER .. MATERIAL. SEE PLATE SG-3 FOR . CLASS 2 FILTER MATERIAL ·SPECIFICATIONS. CLASS 2 MATERIAL OOES NOT NEED TO BE ENCASED IN FILTER FABRIC. MINIMUM 6-INCH DIAMETER PVC SCHEDULE 40, OR ABS SDR-35 WITH A MINIMUM OF EIGHT 1/4-INCH DIAMETER PERFORATIONS PER LINEAL FOOT IN BOTTOM HALF OF PIPE. PIPE TO BE LAID WITH PERFORATIONS FACING DOWN. NQJES: 1. FOR CONTINUOUS RUNS IN EXCESS OF 500 FEET USE 8-INCH DIAMETER PIPE. 2. FINAL 20 FEET OF PIPE AT OUTLET SHALL BE NON-PERFORATED AND BACKFILLED WITH FINE-GRAINED MATERIAL. ·PETRA CANYON SUBDRA1N DETAtl PLATESG-1 EXTEND 12" BEYOND FACE OF SLOPE AT TIME OF ROUGH GRADING CONSTRUCTION. PROVIDE GRATES TO PREVENT RODENT NESTING. PROPOSED GRADE OVEREXCAVATE PAD AS RECOMMENDED BY GEOTECHNICAL CONSULT ANT OUTLETS TO BE SPACED AT 100' MAX. INTERVALS.\ ,__..._ _________________ .,__,. ",' , ,,·. -.. ,·,, •' "• ',·,,,•· ,' ' 2' Mir{ t<EY bEPTH ir-fr6 d6~PETEN'r BEDROCK OR COMPETENT SOIL MATERIALS AS DETERMINED BY THE GEOTECHNICAL CONSUL TANT N.QIES: .,..,.,.........,.,.. 1; 30' MAXIMUM VERTICAL SPACING BETWEEN SUBDRAIN SYSTEMS. i,. ,',.,'. ,·,, .,,• ·.·• , ••••• •• .. TYPl~A~-~~NCHl~(i ·--• 2. t00' MAXIMUM HORIZONTAL DISTANCE BETWEEN NON-PERFORATED OUTLET PIPES. (See Below) 3. MINIMUM GRADIENT OF 2% FOR ALL PERFORATED AND NON-PERFORATED PIPE. SECTION A-A (PERFORATED PIPE PROFILE) ---------100' max.--------1--< ---50'-------I•-< ---50'------ \ OUTLET PIPE (TYPICAL) PETRA \I -~ PERFORATED PIPE (lYPICAL) BUTTRESS OR STABILIZATION FILL DETAIL :::D g< \ OUTLET PIPE (TYPICAL) PLATESG.;2 . . ... • •.•.. • . • • APPROVED FILTER MATERIAL (OPEN- ', : . •. . ., •, , : GRADED GRAVEL WRAPPED IN FILTER , )_._· ._·_,_ ; ___ ·_._·_ -:_._:_;. /· ~ FABRIC OR CLASS 2 FILTER MATERIAL). ; !, ·• ' : f.'/,,, .:· -.:·.:·.:·.:·.:·.: 5 CUBIC FEET OF CLASS 2 FILTER • ~}'' .:· .. \··.::.:·.:·.:·. MATERIAL WITHOUT FILTER FABRIC SLOPE FACE f!:~========.::!i=:::::::=::::::===:;::::::::=:::::;;;;;;;;;~ 12" min. 1 , [& ......... • ............. , , ...... · ... • .. .. .. MIRAFI 140N OR EQUIVALENT, AND ' ··.:·.;-;·.:· .. '.:·.:· .... ,\ ... :-.:-.:· .. '.:·.:·, ··:·.:·;·.. SHOULD BE LAPPED A MINIMUM OF ·. . ::··/·.:·-::<-::•·::-.::-·::-.::i:•\·\·•::·/•:::\ .. 12 INCHES ·: ;A-INbH NO~-PEJ·;6il+~·b::·~i;{:/::-:· •• '• 4-INCH PERFORATED PIPE WITH MINIMUM 2% GRADE TO OUTLET. PERFORATIONS DOWN. MINIMUM 2% GRADE TO OUTLET PIPE. ;~~~;*J•s~fil__APPROVED ON-SITE MATERIAL PER SOILS ENGINEER ~~{~fl COMPACTED TO A MINIMUM OF 90% MAXIMUM DENSITY. f"<,"""'"5j . 4-INCH NON-PERFORATED PIPE . ,: ,::; ''1,. SECTION B-B (OUTLET PIPE) PIPE SPECIFICATIONS: 1. 4-INCH MINIMUM DIAMETER, PVC SCHEDULE 40 OR ABS SDR-35. 2. FOR PERFORATED PIPE, MINIMUM 8 PERFORATIONS PER FOOT ON BOTTOM HALF OF PIPE. FILTER MATERIAL/FABRIC SPECIFICATIONS: OPEN-GRADED GRAVEL ENCASED IN FILTER FABRIC. (MIRAFI 140N OR EQUIVALENT) OPEN-GRADED GRAVEL SIEVE SIZE 11/2-JNCH 1-INCH 3/4-INCH 3/8-INCH No. 200 PERCENT PASSING 88-100 5-40 0-17 0-7 0-3 ALTERNATE: CLASS 2 PERMEABLE FIL TEA MATERIAL PER CAL TRANS STANDARD SPECIFICATION 68-1.025. CLASS 2 FILTER MATERIAL SIEY'.E SIZE PERCENT PASSING 1-INCH 100 3/4-INCH 90-100 3/8-INCH 40-100 No.4 25-40 No.8 18 -33 No. -30 5-15 No. -50 0-7 No. 200 0-3 PETRA BUTTRESS OR STABILIZATION FILL SUBDRAIN PLATESG-3 10' l FINISHED GRADE CLEAR AREA FOR FOUNDATIONS, UTILITIES AND SWIMMING POOLS SLOPE FACE STREET WINDROW COMPACTED FILL .. --::~\\\),......- TYPICAL WINDROW DETAIL (END VIEW) GRANULAR SOIL JETTED OR FLOODED TO FILL VOIDS . ,-'' '_, 5' OR MIN. OF 2' BELOW DEPTH OF DEEPEST UTILITY TRENCH, WHICHEVER IS GREATER K----------15'MIN.----------+i TYPICAL WINDROW DETAIL (PROFILE VIEW) N.QIE: OVERSIZE ROCK IS DEFINED AS CLASTS HAVING A MAXIMUM DIMENSION OF 12" OR LARGER PETRA TYPICAL ROCK DISPOSAL DETAIL PLATESG-4 TOE OF SLOPE AS SHOWN ON GRADING PLAN REMOVE MATERIAL i:'f[L • I<... · 15' MINIMUM_.i _____ .,.. .• • . KEYWIDTH 2' MIN. KEY DEPTH INTO COMP~EN·T. • BEDROCK OR SOIL MATERIALS AS . DETERMINED BY THE GEOTECHNICAL .• CONSULT ANT • ~: Ai TYP;CAL ' ··•• -~~.<l-·· •.•••• .. ·c6tviPEreJT BEDROCK OR so1L ,,.{4.fERIALS •• • . AS DETERMINED BY THE ... •.•••• .. GEOTECHNICALCONSULTANT .. . . . iri H◊~ifo~ALW1DtH • ACE TO BENCH / BACKCUT 1. WHERE NATURAL SLOPE GRADIENT IS 5:1 OR LESS, BENCHING IS NOT NECESSARY; HOWEVER, FILL IS NOTTO BE PLACED ON COMPRESSIBLE OR UNSUITABLE MATERIAL. 2. SOILS ENGINEER TO DETERMINE IF SUBDRAIN IS REQUIRED. PETRA FILL SLOPE ABOVE NATURAL SLOPE PLATE SG-5 PROPOSED GRADE ------ ,, ·. ::.;,~: CUT I FILL CONTACT SHOWN ON GRADING PLAN SHOWN ON AS-BUILT REMOVE UNSUITABLE MATERIAL NATURAL GROUND SURFACE PETRA ,· :coMPETENT BEDROCKOR SOIL MATERiALB .. AS DETERMINED BY THE _·.·• GEOTECHN/CAL CONSUL TANT•- . ' .·.,, '• , .· .. ,· MAINTAIN 15' MIN. HORIZONTAL WIDTH • •. FROM SLOPE FACE TO BENCH/ BACKCUT TION OF SUBDRAIN TO BE DETERMINED EOTECHNICAL CONSUL TANT. ED, SEE PLATES SG-2 AND SG-3 ETAILS. . ·"0THE cut PORTION OF THE SLOPE SHOULD BE EXCAVATED . • •.. • •• .. ••. . .AND EVALUATED BY THE ENGINEERING GEOLOGIST PRIOR· •• ··<TO CONSTRUCTING THE FILL PORTION OF THE SLOPE. • FILL SLOPE ABOVE CUT SLOPE PLATE SG-6 ORIGINAL GROUND SURFACE C.UTLOT UNSUITABLE MATERIAL EXPOSED IN PORTION OF CUT PAD --r I I ---------------.. ----------- . . . ci:JMPETeiT BEDRdcK dR s6iL M;iE~1Ais • • • -•• -· . · AS DETERMINED BY THE · • • •• • •. ·. GEOTECHNICAL CONSUL TANT·· .. •• CUT-FILL TRANSITION LOT ----------------r ORIGINAL GROUND SURFACE MAXIMUM FILL THICKNESS (F) DEPTH OF OVEREXCAVATJON (D) FOOTING DEPTH TO 3 FEET . . . . . . . . . EQUAL DEPTH 3 TO 6 FEET . . . . . . . . . . . . . . . . . . . . . . 3 FEET GREATER THAN 6 FEET.. . . . . . . . . . . . 1/2 THE THICKNESS OF DEEPEST FILL PLACED WITHIN THE "FILL" PORTION (F) TO 15 FEET MAXIMUM PETRA CUT LOTS AND CUT-FILL TRANSITION LOTS PLATE SG-7 PROPOSED 2:1 FILL SLOPE EXISTING GROUND SURFACE ~ ···~ .. ~·, ~--·,.••~·-~-~--··· ~,~~-~ . . / • TYPICAL BENCHING INTO . > -COMPETENT BEDROCK OR • .· . , . , , . , . , . _SOIL MATERIALS AS ,. , .:15' MINIMUM KEY ,• • DETERMINED BY THE . -. EMBEDDED A MINIMUM OF 2' • GEOTECHNICAL CONSUL TANT ·, ' . INTO COMPETENT BEDROCK . "-OR SOIL MATERIALS AS DETERMINED BY THE .. \GEOTECHNICAL CONSULTANT D = RECOMMENDED DEPTH OF REMOVAL PER GEOTECHNICAL REPORT PETRA TYPICAL REMOVALS BEYOND TOE OF PROPOSED FILL SLOPE PLATE SG-8 PROPOSED CUT LOT NOTE: / EXISTING GROUND SURFACE / PROPOSED DAYLIGHT CUT RECONSTRUCT AT 2:1 OR FLATTER 1. "D" SHALL BE 10 FEET MINIMUM OR AS DETERMINED BY SOILS ENGINEER. .PETRA SHEAR KEY ON DAYLIGHT CUT LOTS PLATE SG-9 FFO N T A N AO N T A N A C I T Y O FC I T Y O F PUBLIC SERVICESPUBLIC SERVICES Pick up after your poocll to curb pollution. Maybe you we ren 't awarel but dog, wa ste left on th e groun d ~ets into storm dra ins , poll uting rivers , la kes and beaches. Th e bacte ria an d risk of diseas e th reatens-the hea lth of our ki ds and comm un iti es. Wherever yo u live in Sa n Berna rd ino Co unty, this po llut ion is a problem , The aris wer? Pic k up after your dog , to help pre ven t pollution and protec t our heal th. lt's in yo ur hands . o Prinr ed 011 reciJc led paper FFO N T A N AO N T A N A C I T Y O FC I T Y O F PUBLIC SERVICESPUBLIC SERVICES Pollution Pliiiiiition PAINTING Water-Based Paints Use water-based paints whenever possible. They are le ss toxic than oil-based paints and easier to clean up. Look for products labeled "lat ex" or '\:leans with water." Paints , solvents , adhesives and othe r toxic chemicals used in painting often make their way into the San Bernardino County storm dra in system and do not get treated before reaching the Sant a Ana River. This pollutes our drink in g water and contam in ates waterways , making them unsafe for people and wi ldlife . Follow these simple tips to prevent pollution and protect our health. Paint Removal Sweep up paint stripping residue , chips and dust instead of hosing in to the street and dispose of them sa fe ly at a household hazardous waste collec tion faci lit y. Call [BOO) CLEANUP for the facility in your area . Exterior Paint Removal When stripp ing or cleaning building exteriors with high- pressure water, block nearby storm drains and divert washwater onto a designated dirt area . Ask your local wastewater treatment authority if you can collect building cleaning water and discharge it to the sewer . Painting Cleanup Never clean brushes or rinse paint containers in the stree~ gutter or near a storm drain . Clean water- based paints in the sink . Clean oi ~based paints wi th th in ner, which can be reused by putting it in a jar to settle out the paint particles and then pouring of f the clear liqu id for future use . Wrap dried paint residue in newspaper and dispose of it in the trash. Recycling Paint Re cycle leftover pa int at a household hazardous waste co lle ction facility, save it for touch ups or give it to someone who can use it, like a theatre group , school , city or community organization . To report ille gal dump ing or fo r more informa ti on on stormwater pollution prevention, call : 1 (8 0 0) CLEAN UP www.1800cleanup.org FFO N T A N AO N T A N A C I T Y O FC I T Y O F PUBLIC SERVICESPUBLIC SERVICES Pollution Piiiiiition HOME REPAIR & REMODELING Construction Projects Keep construction debri s aw ay from the street, gutter and st orm drai ns. Schedule grading and excavation projec ts for dry weathe r. Cover excavated materia l and stockpi les of soil , sand or gravel, protected from rain, wind and ru no ff . Prevent erosion by planting fast-growing annua l and perennial grass, which can shield and bind so il. Recycle Household Hazanlous Waste Household cleaners, paint and other home improvement products like wallpaper and tile adhesives are too to xi c to trash . Recycle them instead , at a conven ient household hazardous waste co lle ction facility. Call [80 0) CLEAN UP for the facility in yo ur area. Paints, solvents , adhesives and other toxic substances used in home repair and remode ling often make the ir way into the San Bernardino Cou nty storm drain system and do not get treate d before reaching the Santa Ana River. This pollu tes ou r drinking water and contaminates waterways, mak ing them unsafe fo r people an d wildlife . Fol low these si mple tip s to prevent pollut ion and protect your healt h. Landscaping & Gardening Av oid apply ing fertil izers or pesticide near curbs and driveways , and store covered, protected fr om rain , wind and runoff . Try using organ ic or no n- toxic alternative s. Reduce runo ff and lower your water bill by using drip irrigation, soaker hoses or micro-spray systems. Recycle leave s in stead of bl owing, sweeping or raking them into the street, gutter or storm drain . Paint Removal Pa int stripping re si due, chips and dust from marine paints and pa ints containing lead or lributy l tin are haza rd ous was tes . Sweep them up ins tead of hosing into the street and di spose of them safely at a household hazardo us was te col lec tion facility. Painting Cleanup Avoid clean ing brushes or rin si ng paint containers in the stree~ gutter or nea r a storm drain. Cl ean water-based pa int s in the sink . Clean oil -based paints with th inner, wh ich you can filter and reu se. Recycle leftover paint at a house hold hazardous waste collection facil ity, save it for touch ups or give it to someone who ca n use it, like a theatre group , school , city or comm unity organ izat io n. Concrete and Masonry Store bags of cement and plaster away from gutters and storm drains, and cover them to protect aga inst rain , wind and runoff . Sweep or scoop up cement washo ut or concrete dust instead of hos ing into driveways , streets , gutters or storm drains. Ta i:eportl'-aal dumping or for more information on stormwater pollution prevention , call : (800) CLEANUP www.1800cleanup.org FFO N T A N AO N T A N A C I T Y O FC I T Y O F PUBLIC SERVICESPUBLIC SERVICES Pollution PiiViiition HOME & GARDEN Recycle Household Hazardous Waste Household products like pain~ pesticides, solvents and cleaners are too dangerous to dump and too toxic to trash. Take them to be recycled at a con ve nient household hazardous waste collection facility. Call [800) CLEANUP for th e facility in your area. Yard was te and household toxics like paints and pesticides often make their way into the San Bernardino County storm drain system and do not get treated before reach ing the Santa Ana River. This pollutes our drinking water and contaminates waterways, making them unsafe for people and wildl if e. Follow these simple tips to prevent pollution and protect your health. Disposing of Yard Waste Recyc le leaves, grass clippings and other yard waste, instead of blowing , sweeping or hosing into the street. Try gra sscycl ing, leaving grass cli ppings on your lawn instead of using a grass catcher. The cl ipp ings act as a natura l fertilizer, and because grass is mostly water, it also irrigates your lawn , conse rv ing water. Planting in the Yard Produce less yard waste and save water by planting low maintenance , drought-tolerant trees and shrub s. Using drip irrigat ion , soaker hoses or micro-spray systems for flower beds and vegetation can also help reduce your water bill and prevent runoff. Use Fertilizers & Pesticides Safely Fertilizers and pesticides are often carried into the storm dra in system by sprinkler runoff. Try us in g organic or non-tox ic alternatives. If you use chemical fertilizers or pesticides , avoid applying ne ar curbs and driveways and never apply before a rain. Use Water Wisely Cut your water costs and prevent runoff by controlling the amount of water and direction of sprinklers. The average lawn needs about an inch of wate r a week, including rainfall , or 10 to 20 minutes of watering. A half~nch per week is enough for fa ll and sp ring . Sprinklers should be on long enough to allow water to soak into the ground but not so long as to cause runoff. To report illegal dumping or for more information on stormwater pollution prevention, call: 1 (800) CLEANUP www.1800cleanup.org FFO N T A N AO N T A N A C I T Y O FC I T Y O F PUBLIC SERVICESPUBLIC SERVICES I .. ,er 11zer reven Water that runs off your lawn and garden can carry excess fertilizer into the San Bernardino County storm drain system, and it does not g,et treated before reaching the Santa Ana River. This pollutes our drinking water and contaminates waterways, making them unsafe for people and wildlife. Follow these simple tips ta prevent pollution and protect your health: • Read the product ,label and follow tha directions carefully, using only as directed. • Avoid appJying near driveways or gutters. • Never apply fertilizer before a rain. • Store fertilizers and chemicals ·n a covered area and in sealed, waterproof containers. • Take unwanted lawn or garden chemicals to a household hazardous waste collection facility. Call (800) 253-2687. • Use non-toxic products for your garden and lawn whenever possible . To report illegal dumping or for more informatio n on Stormwate r poll utian prevention ,, call: .,...........,.-------. 1 (800) CLEANUP www.1800cleanup.org FFO N T A N AO N T A N A C I T Y O FC I T Y O F PUBLIC SERVICESPUBLIC SERVICES Pollution Piiiiiiition FRESH CONCRETE & MORTAR APPLICATION Cement wash, sediment, vehicle fluids, dust and hazardous debris from construction sites often make their way into the San Bernardino County stonm drain system and do not get treated before reaching the Santa Ana River. This pollutes our drinking water and contaminates waterways, making them unsafe for people and wildlife. Follow these best management pra ctices to prevent pollution and protect public health. Storing Materials Keep co nstruction mate ria ls and debris away from the stree~ gutter and storm drains. Secure open bags of cement an d cover exposed stockpiles of soil, sa nd or gravel and excavated material with plastic sheeting, protected from rain, wind and runoff. Ordering Materials & Recycling Waste Reduc e waste by ordering only the amounts of materials needed for the job. Use recycled or recyclable materials whenever possible. When breaking up paving, recycle the pieces at a crushing company. Yo u can also recycle broken asphal~ concrete, wood, and cleared vegeta tion . Non-recyclable materials should be taken to a landfill or disposed of as haza rdo us waste. Call (909) 386-B4m for recycling and di sposal information. Cleaning Up Wash concrete dust onto designated dirt areas, not down driveways or into the street or storm drains. 1"1sh out concrete mixers and equipment in specified washout areas, where water can flow into a containment pond. Cementwa shwater can be recycled by pumping it back into cement mixers for reuse. Neve r dispose of cement washout into driveways, streets , gutters, storm drains or dra inage ditche s. During Construction Schedule excavatio n and grading during dry weather. Prevent mortar and cement from entering the street and st orm drains by placing erosion contro ls. Setup small mixers on tarps or drop cloths, for easy cleanup of debris. Never bury waste material. Recycle or dispose of it as hazardous waste. To report illegal dumping or for more information on stormwater pollution prevention, call: 1 (800) CLEANUP www.1800c lean up.org FFO N T A N AO N T A N A C I T Y O FC I T Y O F PUBLIC SERVICESPUBLIC SERVICES Pollution Pliiiiition AUTO MAINTENANCE Oil , grease , anti-freeze and other toxic automotive fluids often make their way into the San Bernardino County storm drain system , and do not get treated before reaching the Santa Ana River. This pollutes our drinking water and contaminates waterways, making them unsafe for people and wildlife . Follow these best management practices to prevent pollution and protect public health. Cleaning Auto Parts Scrape parts with a wire brush or use a bake oven rather than liquid cleaners. Arrange drip pans, drying racks and drain boards so that fluids are directed back into t he parts washer or the fluid holding ta nk . Oo not wash parts or equipment in a shop sink, parking lot, driveway or street. Storing Hazardous Waste Keep your liquid waste segregated. Many fluids can be recycled via hazardous waste disposal companies if they are not mixed. Store all materia ls under cover with spill containment or inside to prevent contamination of rainwater runoff. Metal Grinding and Polishing Keep a bin under your lathe or grinder to capture metal filings. Send uncontaminated filings to a scrap metal recycler for reclamation. Store metal filings in a covered co ntainer or indoors . Cleaning Spills Use dry methods for sp ill cleanup [sweeping , absorbent materials]. Follow your hazardous materials response pla n, as filed with your local fire department or othe r hazardous materials authority. Be sure that all employees are aware of the plan and are capable of implementing each phase. To report serious tox ic spills, call 911. Preventing Leaks and Spills Place drip pans underneath to capture fluids . Use absorbent cleaning agents instead of water to clean work areas. Proper Disposal of Hazardous Waste Recycle used motor oil and oil filter s, anti-freeze and other hazardous automotive fluids, batteries, tires and metal filings collected from grinding or polishing auto parts . Contact a licensed hazardous waste hauler. Fo r more recycling information, call [909] 386 -8401. • To report illegal dumping or for more information on stormwater pollution prevention, call : 1 (800) CLEANUP www. 00cleanu p .org Corrugated Metal Pipe Infiltration System Solutions Guide ENGINEERED SOLUTIONS 2 © 2015 Contech Engineered Solutions LLC Stormwater Solutions from Contech Selecting the Right Stormwater Solution Just Got Easier... It’s simple to choose the right stormwater solution to achieve your goals with the Contech Stormwater Solutions Staircase. First, select the runoff reduction practices that are most appropriate for your site, paying particular attention to pretreatment needs. If the entire design storm cannot be retained, select a treatment best management practice (BMP) for the balance. Finally, select a detention system to address any outstanding downstream erosion. Learn more about all of our stormwater technologies at www.ContechES.com/stormwater D esign Y our o wn D etention or i nfiltration s Y stemDYODS The Contech Design Your Own Detention System (DYODS®) tool fully automates the layout process for stormwater detention and infiltration systems and produces CAD and PDF files that can be used for creating plans and specs, and for estimating total installed costs. To use the Design Your Own Detention or Infiltration System tool, visit: www.ContechES.com/dyods -Surface Infiltration/ a ···••.· Bio retention ! I Subsurface Infiltration - _, i Rainwater Harvesting i .. -B1of1ltrat1on Ii Filtration i .-----------------.-, Hydrodynamic Separation ~ TM - =:. -_ 3 Learn more at www.ContechES.com/cmp-detention The only sure way to eliminate stormwater pollution is to eliminate stormwater runoff. In recognition of this fact, Green Infrastructure and Low Impact Development based stormwater management regulations prioritizing runoff reduction have proliferated throughout the United States. Where site conditions allow, infiltration is typically the most cost effective and reliable runoff reduction approach. In urban environments where there are competing demands for land, subsurface infiltration can provide many of the benefits of landscape based systems but without requiring dedicated land area. Infiltration systems are commonly comprised of a pretreatment component designed to remove sediment, trash, and oil, followed by plastic, metal or concrete storage units surrounded by permeable stone creating a high voids storage gallery. Infiltration systems are typically designed to support vehicular loading and to withstand lateral pressures from surrounding soil that allows the overlying land to be used for virtually any non-building application. Subsurface Infiltration as a Stormwater Management Strategy LID benefits include runoff volume reduction, peak flow control, ground water recharge, and water quality improvement. CMP infiltration is used at Pitzer College in Claremont, California. Subsurface infiltration meets the objectives of LID by reducing runoff with the added benefit of saving land space in urban environments. 4 CMP – the “Go To” Material for Subsurface Infiltration The purpose of the storage vessel is to hold stormwater runoff underground while allowing it to infiltrate the surrounding soil. For the majority of applications, corrugated metal pipe (CMP) is the “go to” material for subsurface infiltration. • 75+ year service life guidance for certain materials/ coatings in recommended environments.* Please refer to the Corrugated Metal Pipe Detention Design Guide for additional information. • Various pipe coatings and materials are available to accommodate site-specific needs: Aluminized Steel Type 2 (ALT2), Galvanized, CORLIX® Aluminum, and Polymer Coated. • Wide range of gages, corrugations, and shapes, in diameters 12” – 144”. • Pipe can be fully or partially perforated for infiltration, retention, or groundwater recharge applications. • Custom access risers and manifolds provide direct access for maintenance. • Outlet control devices can be incorporated within the system, eliminating the need for a separate structure. • Customizable - a variety of fittings allow CMP to match most layout configurations. • May be designed for heavy loading and high maximum cover. • Contributes to LEED points. • Available locally; quick turnaround time. • The most economical installed solution. A wide range of CMP diameters and coatings are available to meet site specific needs. CMP can be laid out in configurations not achievable with other materials. With its low cost, a wide variety of diameters, layout configurations, and materials, no other material can match CMP’s flexibility and versatility. * Service life guidance provided by National Corrugated Steel Pipe Association (NCSPA) and/or AK Steel Corporation. See NCSPA.org website or consult your engineer of record for additional information on service life, recommended environments and field studies on various materials and coatings. Corrosive environments, such as seawater and road/de-icing salt infiltration, and other environments with pH and resistivity outside of the recommended range may cause premature corrosion and reduce actual service life. Because site conditions vary, Contech does not guaranty or warrant service life guidance for materials and coatings. 5 Learn more at www.ContechES.com/cmp-detention Some engineers are hesitant to use corrugated metal pipe (CMP) for infiltration because they have heard about CMP drainage culverts that have corroded due to abrasion. Factors affecting longevity differ between culvert and infiltration applications. Culverts experience high velocity flows carrying abrasive sediment, which can wear off galvanized coatings used in older CMP culverts. Infiltration systems are designed for storage rather than conveyance, so velocity and abrasive forces are minimized. In addition, improved CMP coatings, such as Aluminized Type 2 (ALT2), are more abrasion resistant and have demonstrated superior in-ground performance against abrasion in long- term durability studies. Field studies also have indicated that ALT2 coating may extend service life in wider pH and resistivity ranges than galvanized coatings. Confirming and maintaining recommended environmental conditions helps ensure system longevity projected by the long term studies. Finally, properly designed infiltration systems include pretreatment, flow control and a stone backfill envelope that can reduce exposure to abrasion. • National Corrugated Steel Pipe Association (NCSPA) service life guidance of 75+ years for certain materials/coatings in recommended environments. • CMP infiltration systems can be designed to meet HS-20 or greater load requirements with proper depths of cover. • With low flows, CMP infiltration systems have little susceptibility to abrasion inside the pipe that holds stormwater runoff. • Various pipe coatings and materials are available to accommodate site-specific needs: Aluminized Steel Type 2 (ALT2), Galvanized, CORLIX® Aluminum, and Polymer Coated. • CMP infiltration systems are to be surrounded by clean crushed rock to provide increased storage capacity and reduce contact with native soils. The entire system may be wrapped with fabric or liner on the sides and top to help further reduce contact with native soils. • CMP infiltration systems may be used in wide range of recommended environments. AK Steel Corporation’s field studies and technical guidance indicate 75 year service life guidance for 16 gage ALT2 for pH of 5-9 and resistivity greater than 1,500 ohm-cm and 100 year service life guidance for 16 gage ALT2 for pH of 6-8 and resistivity greater than 5,000 ohm-cm. • Corrosive environments, such as seawater and road/de-icing salt infiltration, acidic minewater, and sanitary sewage, and other environments with pH and resistivity outside of the recommended range may cause premature corrosion and reduce actual service life. • Infiltration systems are to be inspected and maintained in accordance with Contech’s guidelines. See Corrugated Metal Pipe Detention Design Guide for additional information on CMP infiltration systems. Addressing the Question of Longevity CMP has a proven service life Learn more about the durability of steel through the recent NCSPA ALT2 Study - www.ncspa.org 6 Maximizing Vertical Space: Every Inch Counts One of the most overlooked advantages of CMP is its ability to maximize vertical storage space. Increasing the depth of a CMP infiltration system allows for more water storage in the same footprint. For example, doubling the diameter of pipe yields four times as much storage volume in the pipe. This provides a significant cost savings per cubic foot of storage. In addition, more vertical storage space means a smaller footprint, less excavation, and lower project costs. 2x the diameter - 4x the storage Diameter (inches) Volume (ft3/ft)Min. Cover Height Diameter (inches) Volume (ft3/ft)Min. Cover Height 12 .78 12”78 33.2 12” 15 1.22 12”84 38.5 12” 18 1.76 12”90 44.2 12” 21 2.40 12”96 50.3 12” 24 3.14 12”102 56.8 18” 30 4.9 12”108 63.6 18” 36 7.1 12”114 70.9 18” 42 9.6 12”120 78.5 18” 48 12.6 12”126 86.6 18” 54 15.9 12”132 95.0 18” 60 19.6 12”138 103.9 18” 66 23.8 12”144 113.1 18” 72 28.3 12” Round Pipe – CMP 6-in to 144-in Sizing 96” diameter - 50.2 ft³/ft 48” diameter - 12.5 ft³/ft Contech’s Corrugated Metal Pipe Detention systems maximize vertical storage space. ➔ 7 Learn more at www.ContechES.com/cmp-detention 7 Infiltration systems have multiple components, and one of the most important is pretreatment. The purpose of a pretreatment device is to prolong the life of the infiltration system by removing debris and sediment that can collect on the invert and within the stone backfill voids. Pretreatment will maintain the efficiency of an infiltration system as well as extend the life cycle, therefore preventing a premature replacement. Pretreatment also offers these additional benefits: • Easier to clean and maintain compared to the infiltration system itself. • Cost savings due to the extended service life of the system. • Removing trash and debris protects downstream outlet control structures from clogging. Pretreatment Design Considerations When choosing a pretreatment system, it is important to consider the following: • Downstream outlet control structures may require protection from a pretreatment device that screens trash and debris. • Pretreatment system selection depends on pollutant targets. Trash, debris, and larger particles can be removed with hydrodynamic separators. Removing high percentages of fine particles and associated heavy metals and nutrients requires filtration. • Reduced long term maintenance or replacement cost of the infiltration system can help justify pretreatment construction costs. • Inlet and pipe layout will influence the number and type of pretreatment systems used. A combination of different systems may be appropriate for the various inlet locations and flows. The Need for Effective Pretreatment Pretreatment systems that are easy to maintain and do not rely on the use of geotextile fabric are preferred. 8 Contech offers a number of pretreatment options, all of which will extend the life of subsurface infiltration systems and improve water quality. The type of system chosen will depend on a number of factors including footprint, soil conditions, local regulations, and the desired level of pretreatment. Pretreatment Options CDS provides direct access to cleaning, and the built-in high flow bypass weir eliminates the need for a separate bypass structure. Hydrodynamic Separation Hydrodynamic Separation (HDS) provides a basic level of pretreatment by capturing and retaining trash and debris, sediment, and oil from stormwater runoff. CDS® The CDS uses a combination of swirl concentration and indirect screening and is the only non-blocking screening technology available in an HDS system. Filtration Filtration provides a higher level of pretreatment and improved water quality by removing trash and debris, oil, fine solids, and dissolved pollutants such as metals, hydrocarbons, and nutrients. Filterra® Bioretention System Filterra is an engineered bioretention system that has been optimized for high volume/flow treatment and high pollutant removal. The Stormwater Management StormFilter® The StormFilter system is comprised of a structure that houses rechargeable, media-filled cartridges. The media can be customized to target site-specific pollutants. Jellyfish® Filter The Jellyfish filter uses membrane filtration in a compact footprint to remove a high level and a wide variety of stormwater pollutants such as fine particulates, oil, trash and debris, metals, and nutrients. 9 Learn more at www.ContechES.com/cmp-detention There may be instances where alternative materials are needed for subsurface infiltration due to site specific needs. Plastic Chambers Plastic chambers are best suited to shallow depth applications; minimum cover is 18 inches, and maximum cover is 96 inches. Some benefits of chambers are: • Chambers may be beneficial for sites with limited vertical storage. • Lightweight and installed by hand. • Heavy equipment is not required to set units into place. • Centralized stocking locations for short lead times. Concrete Structures/Vaults Some concrete structures and vaults are best suited for high loading applications such as railroads or airports. Concrete units are also ideal in corrosive environments or areas with high salinity. Some benefits of concrete structures are: • Wide range of spans and heights. • Greater underground infiltration storage in a smaller footprint. • Ample and easy maintenance access. • Fast installation. Alternative Materials for Subsurface Infiltration 10 Project Profiles: CMP Infiltration Systems in Action City Center Regional Stormwater Facility Mountlake Terrace, Washington • The city of Mountlake Terrace, Washington needed a new stormwater retention facility to provide stormwater treatment and downstream flood control. • There was limited footprint for 80,000 CF of runoff, and the system was required to be very deep, with about 15’ of cover. • Engineers designed a system consisting of a CDS pretreatment system in front of 800 linear feet of 120” diameter, perforated, aluminized type 2 CMP that allows the runoff to slowly infiltrate the surrounding soil. • Perforated CMP was selected for its ability to accommodate the deep bury, the relatively small footprint, and cost effectiveness. Creative Office Space El Segundo, California • A stormwater infiltration solution was needed for a new group of office buildings. • The owner wanted to maximize the use of the parking area in the urban setting. • The site had a tight footprint and multiple utility constraints, requiring the design of five separate systems. • A total of 860 LF of perforated CMP was installed providing of 25,265 CF of storage. • Perforated CMP was selected for its design flexibility, cost effectiveness, and ease of installation. Edie and Lew Wasserman Building, UCLA Westwood, California • The new six-story, 100,000 square foot Edie and Lew Wasserman Building was built on a very dense site that needed to meet sustainability requirements. • The design needed to maximize infiltration volume, match existing inverts, and work around existing utilities. • The stormwater management systems included a CDS pretreatment system and a CMP infiltration system using 57’ of 72” perforated CMP. • Perforated CMP was selected to avoid utilities, minimize excavation, meet the City of LA LID requirements, contribute to the building’s LEED certification, and to provide space for the buildings “outdoor room” and gardens. 11 Learn more at www.ContechES.com/cmp-detention The Right Partner Can Make All the Difference Regardless of your project’s objectives and constraints, our team of stormwater design engineers, regulatory managers, and local stormwater consultants are here to provide you with expert advice and assistance. If your goal is to eliminate or detain runoff, you can rely on Contech for a wide range of subsurface infiltration, detention, and rainwater harvesting solutions. If treatment is needed, our landscape-based biofiltration or subsurface filtration designs can fit into virtually any site and can be tailored to address specific pollutants. At every stage of your project, count on Contech to provide engineering services including: • Regulatory guidance and permitting assistance • Preliminary standard details and/or site specific final CAD drawings and specifications • Low Impact Development design assistance • Engineering calculations for hydraulics/hydrology, rainwater harvesting, and detention/retention • Online “Design Your Own” tools • Review of preliminary site design, feasibility screening, and layout assistance • Value engineering – cost estimates and options analysis • Pre-construction support, project scheduling, and contractor coordination • Installation and construction support • Maintenance support: »Guidance manuals »Demonstrations »Qualified contractor identification The result: an efficient design process, the right product, greater land space savings, and faster permitting. The entire Contech stormwater team welcomes the opportunity to work with you on your stormwater projects. To get started, please visit www.conteches.com/localresources or call us at 800-338-1122. We print our brochures entirely on Forest Stewardship Council certified paper. FSC certification ensures that the paper in our brochures contain fiber from well- managed and responsibly harvested forests that meet strict environmental and socioeconomic standards. FSC CMP Infiltration Bro 5M 2/17 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. ENGINEERED SOLUTIONS ©2017 Contech Engineered Solutions LLC 800-338-1122 | www.ContechES.com All Rights Reserved. Printed in the USA. Get Social With Us! ENGINEERED SOLUTIONS Pipe Solutions Meeting project needs for durability, hydraulics, corrosion resistance, and stiffness • Corrugated Metal Pipe (CMP) • Steel Reinforced Polyethylene (SRPE) • High Density Polyethylene (HDPE) • Polyvinyl Chloride (PVC) Stormwater Solutions Helping to satisfy stormwater management requirements on land development projects • Stormwater Treatment • Detention/Infiltration • Rainwater Harvesting • Biofiltration/Bioretention Structures Solutions Providing innovative options and support for crossings, culverts, and bridges • Plate, Precast & Truss bridges • Hard Armor • Retaining Walls • Tunnel Liner Plate COMPLETE SITE SOLUTIONS Links to Stormwater Tools: To use the Land Value Calculator, visit: www.ContechES.com/lvc (Look under the Stormwater Management section to download the Land Value Calculator) To use the Design Your Own Detention System tool, visit: www.ContechES.com/dyods To use the Design Your Own Hydrodynamic Separator tool, visit: www.ContechES.com/dyohds To use the Rainwater Harvesting Runoff Reduction Calculator tool, visit: www.ContechES.com/rwh-calculator To use the LID Site Planner , visit: www.ContechES.com/LIDsiteplanner Dig Deeper Find all the information you need at www.ContechES.com, including field and laboratory test results, approvals, brochures, design guides, standard details, and specifications within the product section of our site. Connect with Us We're here to make your job easier – and that includes being able to get in touch with us when you need to. Go to www.ContechES.com/ConnectWithContech. While you’re there, be sure to check out our upcoming seminar schedule or request an in-house technical presentation. Start a Project If you are ready to begin a project, contact your local representative to get started. Or you can check out our design toolbox for all our online resources at www.ContechES.com/designtoolbox. C()NTECH ® eeeeeeoe C()NTECH " ■■ □ Submittal Package FLOGARD® CATCH BASIN INSERT FILTER • Stormwater 1 - Features & BeneFits 2 - accessories 3 - Product sPeciFications table of contentS Features & BeneFits Section 1 Call us today (800) 579-8819 or visit our website for detailed product information, drawings and design tools at www.oldcastlestormwater.com FLOGARD® CATCH BASIN INSERT FILTER IN L E T F I L T R A T I O N Removes Pollutants from Runoff Prior to Entering Waterways Efficient System Catches pollutants where they are easiest to catch, at the inlet. Focused Treatment Removes petroleum hydro- carbons, trash and Total Suspended Solids (TSS). Variable Design Able to be retrofitted or used in new projects. Two-part stainless-steel insert to filter solids and oils/grease Easy to install, inspect and maintain, even on small and confined sites Treatment Train Can be incorporated as part of a “Treatment Train”. No Standing Water Helps to minimize bacteria and odor problems. Economical Earn a higher return on system investment. Maximum Flexibility Available in a variety of standard sizes to fit round and square inlets. Catch Basin Filter Test Results Summary UCLA U of Auckland Tonking & Taylor, Ltd. (for City of Auckland) U of Hawaii (for City of Honolulu) 80 78 to 95 80 70 to 80 Testing Agency % TSS Removal % Oil & Grease Removal 20 to 40 % PAH Removal By the Numbers*: Filter will remove up to 80% of Total Suspended Solids (TSS), at least 70% of oils and grease and 40% of Total Phosphorus (TP) associated with organic debris as well as Polycyclic Aromatic Hydrocarbons (PAH ) from oil leaks and spills. *Approx. for urban street application 0 Oldcastle Precast• • (800) 579-8819 oldcastlestormwater.com © 2017 Oldcastle Precast, Inc. OSS_FloGard CBIF Insert_032017_v4 Multi-Purpose Catch Basin Insert Retains Sediment, Debris, Trash and Oils/Grease FloGard® Catch Basin Insert Filters are recommended for areas subject to silt and debris as well as low-to-moderate levels of petroleum hydrocarbons (oils and grease). Examples of such areas include vehicle parking lots, aircraft ramps, truck and bus storage yards, business parks, residential and public streets. Catch Basin Filter Competitive Feature Comparison Evaluation of Catch Basin Filters Oldcastle Stormwater Other Insert Filter Types** (Based on flow-comparable units) (Scale 1-10) Flow Rate 10 7 Removal Efficiency* 80% 45% Capacity - Sludge & Oil 7 7 Service Life 10 3 Installation - Ease of Handling / Installation 8 6 Ease of Inspections & Maintenance 7 7 Value 10 2 *approximate, based on field sediment removal testing in urban street application **average Long-Term Value Comparison Oldcastle Stormwater Other Insert Filter Types (Based on flow-comparable units) (Scale 1-10) Unit Value - Initial ($/cfs treated) 10 4 Installation Value ($/cfs treated) 10 7 Absorbent Replacement (annual avg ($/cfs treated) 10 2 Materials Replacement Value (annual avg ($/cfs treated) 10 10 Maintenance Value (annual avg ($/cfs treated) 10 7 Total First Year ROI ($/cfs treated) 10 5 Total Annual Avg Value ($/cfs treated, avg over 20 yrs)* 10 5 Flat-Grated Inlet Circular Frame Catch BasinCaptured debris from FloGard Catch Basin Insert Filter in Dana Point, California Combination Inlet 0 Oldcastle Precast• accessories Section 2 U.S. PATENT #6,551,023 & 6,872,029 FloGard ® FILTER -INSTALLED INTO CATCH BASIN- GRATE ----r« "ULTIMATE" BYPASS FEATURES STAINLESS STEEL SUPPORT BASKET Fossil Rock™ ABSORBENT POUCHES LINER ---- SUPPORT BASKET --- CATCH BASIN (FLAT ffiA1E STYLE) DETAIL A EXPLO DED VI EW NOTES: 1 Filter insert shall have a high flow bypass feature. 2 Filter support frame shall l:e constructed from sta inless steel Type 304. 3. 4. Filter medium shall l:e Fossil Rock installed and ma intained i1 accordance w ith manufactu rer specifications. Storage capacity reflects W /o of maximum solids collection pr ior to impeding filtering bypass. Product sPeciFications Section 3 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 .4 FGP-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 STANDARD DEPTH -20 Inches- SHALLOW DEPTH -12 Inches- FloGard Combination Inlet SPECIFIER CHART STANDARD & SHALLOW DEPTH (Data in these columns is the same for both STANDARD & SHALLOW versions)MODEL NO.MODEL NO. FloGard Flat Grated Inlet SPECIFIER CHART STANDARD & 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. U.S. PATENT #6,551,023 & 6,872,029 * MANY OTHER STANDARD & CUSTOM SIZES AND DEPTHS AVAILABLE UPON REQUEST. --•• c,,,• ;. • "ULTIMATE" BYPASS FEATURE (LOUVERS & OPENINGS) SEE DETAIL C DEP1l-l STANDARD = 20 INCHES SHALLOW = 12 IN CHES *CUSfOM DETAIL B SECTION VIEW FloGard "' FILTER -INSTALLED- "ULTIMATE" BYPASS FEATURE (LOUVERS & OPENINGS) DETAIL C "ULTIMATE " BYPASS FEATURE INLET, FRAME & GRATE INFORMATION CONTACT INFORMATION CO N T A C T DE T A I L S Company: Job Name: Job Address: Contact Name: Email: T Y P E Inlet Type (e.g. PA Type M): Frame Model #: Grate MFG/Model (e.g. Neenah R-2060): Grate Type (Check One): Cast Iron Steel PLEASE PROVIDE MEASUREMENTS WITHIN 1/8" TO GUARANTEE ACCURATE INSTALLATION* THE FOLLOWING MEASUREMENTS ARE REQUIRED TO PLACE AN ORDER Notes: If any obstructions or protrusions exist within the catch basin, please provide photos and accurate measurements to ensure proper installation. Submittal of this form represents that the customer acknowledges that all details provided are accurate, and that any issues resulting from inaccurate information herein are the responsibility of said customer. * Use second page for additional catch basins. CONTACT INFORMATION Grate Grate outside dimensions A Grate outside dimensions B Catch Basin Frame clear opening or wall to wall inside the catch basin, whichever is less C Frame clear opening or wall to wall inside the catch basin, whichever is less D Grate section Square belly Round belly Flat Section through Catch Basin Bottom of frame to top of outlet pipe E Bottom of frame to floor of catch basin F Grate type (pick one): Belly width Belly width Belly depth Belly depth G H I J City/State/Zip: Phone: Pipe inside diameterDo you have inlet pipes?If yes, bottom of grate to top of pipeYN Need to be filtered?Y N Inlet Pipes? Please email completed forms to contactstormwater@oldcastle.com www.oldcastlestormwater.com Phone: (800) 579-8819 Measurement Chart for FloGard Inserts (Square/Rectangular Flat Grated Inlets) □ □ ._.1_ r-G --(T -■ - _L □ ~ ■ I I ~ t ID. ' E .J_ F ; ( □ □ • □ □ PLEASE PROVIDE MEASUREMENTS WITHIN 1/8" TO GUARANTEE ACCURATE INSTALLATION A - Grate outside dimensions B - Grate outside dimensions C - Frame clear opening or wall to wall inside the catch basin, whichever is less D - Frame clear opening or wall to wall inside the catch basin, whichever is less E - Measure from bottom of frame to top of outlet pipe F - Bottom of frame to floor of catch basin * If grate has "belly" please include measurements for G & H or I & J, depending on belly style. Notes: If any obstructions or protrusions exist within the catch basin, please provide photos and accurate measurements to ensure proper installation. Submittal of this form represents that the customer acknowledges that all details provided are accurate, and that any issues resulting from inaccurate information herein are the responsibility of said customer. THE FOLLOWING MEASUREMENTS ARE REQUIRED TO PLACE AN ORDER Bottom of frame to top of pipeGrate outside dimensions Frame clear opening or wall to wall inside the catch basin A B C D E F Bottom of frame to floor of catch basinQuantity/ Drain # Square belly width G H I J Square belly depth Round belly width Round belly depth Square belly grate Round belly grate Please email completed forms to contactstormwater@oldcastle.com www.oldcastlestormwater.com Phone: (800) 579-8819 Measurement Chart for FloGard Inserts (Square/Rectangular Flat Grated Inlets) NOTES: www.oldcastlestormwater.com 800-579-8819 BUILDING STRUCTURES OUR MARKETS TRANSPORTATION WATER ENERGYCOMMUNICATIONS FLOGARD® CATCH BASIN INSERT FILTER 0 Oldcastle Precast® I • Stormwater Curb Opening Size Flexstorm Frame P/N Up to 4' curb openings (1 Filter)62HDWM1 Between 4' and 8' curb openings (2 Filters)62HDWM2 Between 8' and 12' curb openings (3 Filters) 62HDWM3 Between 12' and 16' curb openings (4 Filters) 62HDWM4 For Open Throat Curb Inlets - Mounted to Wall Beneath Curb Opening (22” depth) (12” depth) STD Bag P/N Short Bag P/N FX: Standard Woven Bag FX FX-S 200 40 FX+: Woven w/ MyCelx FXP FXP-S 200 40 FXO: Woven w/ Oil Boom FXO FXO-S 200 40 PC: Post Construction Bag PC PC-S 137 140 PC+: PC Bag w/ MyCelx PCP PCP-S 137 140 LL: Litter and Leaf Bag LL LL-S High 3.5 IL: IDOT Non-Woven Bag IL IL-S 145 70 FLEXSTORM FILTER BAGS Clean Water Flow Rate (GPM/SqFt) Min A.O.S. (US Sieve) 1. IDENTIFY YOUR FLEXSTORM FRAME PART NUMBER FROM TABLES ABOVE CREATE YOUR ADS FLEXSTORM PART NUMBER BY COMBINING FRAME P/N AND BAG P/N 2. SELECT YOUR BAG PART NUMBER BASED ON APPLICATION NEEDS FX (Woven) PC (Post Constr) IL (NonWoven) Small 1.6 1.2 0.8 0.9 79 168 89 Medium 2.1 1.7 1.2 1.3 115 204 89 Large 3.8 2.7 1.8 1.9 173 262 89 XL 4.2 3.6 2.4 2.6 230 319 178 82% NA NA 99% NA 96% SPECIFICATIONS FOR STANDARD BAGS BY NOMINAL BAG / FRAME SIZE Filtered Flow Rate at 50% Max (CFS)Nominal Bag Size Matched to Frame Size Solids Storage (CuFt) * PC Oil Retention (Oz ) **FX+ Oil Retention (Oz) Filtration Efficiency TSS (total suspended solids rem) TPH (tot petroleum hydrocarbons) * PC filter bag at 50% max adsorption capacity ** PC filter bag at 50% capacity and MyCelx skimmer at 100% capacity **PC+ Oil Retention (Oz) Large Scale testing at 90 GPM using US Silica OK-110 sand at 1750 mg/L measuring TSS per SM 2540D. Large Scale testing at 90 GPM with used motor oil at 243 mg/L measuring per EPA Method 1664A. Large scale 3rd party testing per ASTM D 7351 using 7% concentration USDA Sandy Loam Minimum Bypass Flow Rates (CFS)* Drop Thru Opening Size Dia Flexstorm Frame P/N Small: 10.0" - 18.0" 62SHDR 1.6 Medium: 18.1" - 24.0"62MHDR 2.7 Large: 24.1" - 36.0"62LHDR 3.8 Based on Nominal Frame Size with minimum 2" Bypass flow gap For Round Openings with Grates Minimum Bypass Flow Rates (CFS)* Clear Drop Thru Opening Size (not grate or seat size)Flexstorm Frame P/N Combination P/N Small: 12" x 12" up to 16" x 16" (or 64" max perimeter)62SHD 62SHDCB 2.4 Medium: 18" x 18" up to 24" x 24" (or 96" max perimeter)62MHD 62MHDCB 3.5 Large: 26" x 26" up to 30" x 30" (or 120" max perimeter)62LHD 62LHDCB 5.0 XL: 32" x 32" up to 48" x 48" (or 192" max perimeter) typ 2 pc set 62XLHD 62XLHDCB 7.2 Based on Nominal Frame Size with minimum 2" Bypass flow gap For Rectangular/Square Openings with Grates 3. CREATE YOUR FLEXSTORM INLET FILTER PART NUMBER Frame P/N from Step 1. Filter Bag P/N from Step 2. D 4 FLEXST □RM PURE FILTERS FDR PERMANENT INLET PROTECTION PRODUCT SELECTION AND SPECIFICATION DRA~ING FLEXSTORM PURE INLET FILTERS FOR ROUND OPENINGS ILTINATE BYPASS AREA FLEXSTORM PURE WALL MOUNT INLET FILTERS FOR OPEN THROAT GUTTERS 4 STAN.ES$ STEEL F'RANJNG 2 FLEXSTORM PURE INLET ALTERS FOR COMBINATION INLETS FLEXSTORM PURE INLET FILTERS FOR RECTANGULAR OPENINGS WITH GRATES C t------1 -----1 f------1 ________,I 1----1 ---------+----------1 , B A 1, ALL FRAMING IS CONSTRUCTED OF 304 STAINLESS STEEL FDR 25 YEAR SERVICE LIFE RATING 2, TOTAL BYPASS CAPACITY• BYPASS CAPACITY \JILL VARY IJITH EACH SIZE DRAINAGE STRUCTURE. FLEXST□RM DESIGNS FRAMING BYPASS TD MEET DR EXCEED THE DESIGN FLDIJ OF THE PARTICULAR DRAINAGE STRUCTURE. 3. UPON ORDERING CONFIRMATION OF THE DDT CALLOUT, PRECAST DR CASTING MAKE AND MODEL, DR DETAILED DIMENSIONAL FORMS MUST BE PROVIDED TD CONFIGURE AND ASSEMBLE YOUR CUSTOMIZED FLEXST□RM INLET FILTER. PART NUMBER ALONE IS NOT SUFFICIENT. 4. FDR IJRITTEN SPECIFICATIONS AND MAINTENANCE GUIDELINES VISIT IJIJIJ.INLETFIL TERS.C□M 4 3 INSTALLATI□N, 1, REMOVE GRATE 2, DROP FLEXST□RM INLET FILTER ONT□ LOAD BEARING LIP OF CASTING DR CONCRETE STRUCTURE 3. REPLACE GRATE ALL PRODUCTS MANUFACTURED BY INLET 8. PIPE PROTECTION, INC A DIVISION □ F ADS, INC. 'w'w'w.INLETFIL TERS.C□ M (866) 287-8655 PH (630) 355-3477 FX INF□@INLETFIL TERS.C□M SIZE DWGNO C FLEXSTORM_PURE SCALE SHEET 1 OF 1 B A REV A Pure Basin & Curb Inlet Filters Pure basin and curb inlet filters are the preferred choice for permanent inlet protection and stormwater runoff control. Constructed of versatile stainless steel, Pure inlet filters will fit any drainage structure and are available with site- specific filter bags providing various levels of filtration. Appllcatlons • Car washes • Commercial • Loading ramps • Industrial Features • Custom stainless steel frames are configured to fit into any drainage structure • Flow and bypass rates meet specific inlet requirements • Filter bags target site specific removal of trash, leaves, small particles , oil and grease • Works below grade with bypass to drain area if bag is full • Installs quickly and maintained with removal tool • Gas stations • Parking lots • Dock drains • Maintenance Features • Stainless steel frame provides extended service life • Replaceable filter bags handle loads with a safety factor of five • Meets stringent removal requirements : -FX bags rated >80% removal efficiency of street sweep-size particles -PC/PC+ bags have been tested to 99% TSS removal of OK-110 US Silica Sand and 97% TPH (total petroleum hydrocarbon) removal Pure Inlet Filters Specification Identification The installer shall inspect the plans and/or worksite to determine the quantity of each drainage structure casting type. The foundry casting number, exact grate size and clear opening size or other information will be necessary to finalize the part number and dimensions. Material and performance The filter is comprised of a stainless steel frame and a replaceable geotextile filter bag attached to the frame with a stainless steel locking band . The filter bag hangs suspended below the grate that shall allow full bypass flow into the drainage structure if the bag is completely filled with sediment. The standard woven polypropylene FX filters bags are rated for 200 gpm/sqft with a removal efficiency of 82% when filtering a USDA Sandy Loam sediment load . The post-construction PC filter bags are rated for 137 gpm/sqft and have been third-party tested at 99% TSS removal to 110 micron and 97% TPH removal of used motor oil hydrocarbon mix. Installation Remove the grate and clean the ledge of the frame to ensure it is free of stone and dirt. Hang the inlet filter's suspension hangers firmly on the casting's inside ledge. Replace the grate and confirm it is elevated no more than Ya" (3 mm). For wall mount units, follow instructions for attaching the stainless steel mounting brackets using the provided concrete fasteners . Inspection Frequency Construction site inspection should occur following each ½" (12 mm) or more rain event . Post construction inspections should occur three times per year in areas with mild year round rainfall and four times per year in areas with summer rains . Industrial application site inspections should occur on a regular scheduled basis no less than three times per year. Maintenance guidelines Empty the filter bag if more than half filled with sediment and debris or as directed by the engineer. Remove the grate, engage the lifting bars or handles with the removal tool and lift from the structure. Dispose of the sediment or debris as directed by the engineer or maintenance contract in accordance with EPA guidelines . As an alternative, an industrial vacuum may be used to collect the accumulated sediment . Remove any caked-on silt from the sediment bag and reverse flush the bag with medium spray for optimal filtration. Replace the bag if torn or punctured to½" (12 mm) diameter or greater on the lower half of the bag . Post-construction PC/PC+ bags should be maintained prior to 50% oil saturation . The average 2'x2 ' PC filter bag will retain approximately 96 oz (2 .81) of oil at which time it should be serviced or replaced . When utilizing the Cleartec Rubberizer Pouches in the PC+ bags note that these oil skimmers will gradually turn brown and solidify, indicating replacement is needed . Each pouch will absorb approximately 62 oz . (1 .81} of oil before requiring replacement . The spent media may be recycled for its fuel value through waster to energy incineration. Dispose of oil-contaminated products in accordance with EPA guidelines . Filter bag replacement Remove the bag by loosening or cutting off the clamping band . Take the new filter bag, which is equipped with a stainless steel worm drive clamping band and use a screwdriver to tighten the bag around the frame channel. Ensure the bag is secure and there is not slack around the perimeter of the band . ADS "Terms and Conditions of Sale" are available on the ADS website, www.adsplpe.com. ADS™ and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. © 2021 Advanced Drainage Systems, Inc. #10892 10/21 MH adspipe.com 800-821 -6710 Site Design & Landscape Planning SD-10 Descr iption Desig n Objecti ves 0 Maximize Infiltration 0 Provide Retention 0 Slow Runoff 0 Minimize Impervious Land Coverage Prohibit Dumping of Improper Materia ls Contain Poll utants Collect and Convey Each project site possesses unique topographic, hydrologic, and vegetative features, some of which are more suitable for development than others. Integrating and incorporating appropriate landscape planning methodologies into the project design is the most effective action that can be done to minimize smface and groundwater contamination from stor rnwater. Approach Landscape planning should couple con sideration ofland suitability for urban uses with consideration of community goals and projected growth. Project plan designs should conserve natural areas to t he extent possible, maximize natural water storage and infilt ration opportmtities, and protect slopes and channels. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. Design Considerations Design r equirement s for site design and landscapes plamting s h ould conform to applicable s t andar ds and specifications of agencies with jurisdiction a n d be consist ent with applicable Gen eral Plan and Local Area Plan policies. January 2 003 Californ ia Stormwater BMP Handbook New Devel opment and Redevelopment w w w .cabmphandbooks .com CAUFOR.\;IASTORMWATEH l I I 1 of 4 SD-10 Site Design & Landscape Planning Designing New Installatio ns Begin the devel opment o f a plan for the la n dscape unit with atten tion t o th e fo llowin g general principles: ■ Fo r mulate th e plan on the b asis of clearly articul ated commun ity goals. Carefully identify conflicts and choices between r etainin g an d protecting desir ed r esources a n d community growth. ■ Map and assess land suitability for urban uses. I nclude t h e following l andscape features in the assessment: wooded land, open unwooded lan d , steep slopes, erosion-pron e soils, foun datio n s uitability, s oil suitability for waste disposal , aquifers, aquifer recharge areas, wetla n ds, floodplains, sur face waters, agricultural l ands, and various categories of urban land use. When appropriate, the assessment can highlight outstanding local or regional res ources that the community determines should be protected (e.g., a scen ic area, recreational area, threatened species habitat, farmland, fish run). Mapping and assessmen t should recogn ize not only these res ources b u t als o additional ar eas needed for their susten an ce. Project plan designs should conserve n atural areas to the extent possible, maximize natural water stor age and infiltration opportun ities, and protect slopes an d channels. Conserve Natural Areas during Landscape Planning If applicable, the following items are required and must be implemen ted in the site layout durin the subdivision desi n and a roval rocess consistent with applicable General Plan an d an po 1c1es : ■ Cluster development on least-sen sitive portions of a site while leaving the remaining la n d in a n atural undis turbed con d ition. ■ Limit clearing and grading of native vegetation at a site to the minimum amoun t n eeded to build lots, allow access, and provide fire protection. ■ Maximize trees a n d other vegetation at each site by planting additional vegetation, clustering t r ee areas, and promoting t h e use of native and/ or drought tolerant p lants . ■ P romote natural vegetation by using parking lot islands and other lan dscaped areas. ■ Preserve riparian areas and wetlands. Maximize Natural Water Storage and Infiltration Opportunities Within the Landscape Unit ■ P romote the conservatio n of forest cover . Building on land that is already defor ested affects basin hydrology to a lesser extent than co n verting forested land. Loss of forest cover reduces in tercept io n s t orage, deten tion in t h e organ ic for est floor layer, and water losses by evap ot ranspirat ion, resulting in large peak runoff increases and either their negative effects or the expen se of count ering them with structural solutions. ■ Maintain nat ural storage reservoir s and drainage corridors, includin g depr essions, areas of per meabl e soils, swales, and inter mittent str eams. Develop and implement policies and 2 of 4 Ca lifornia Stormwater BMP Handbook New Devel opment and Red evelopment w w w.cabmphandbooks.com January 2003 Site Design & Landscape Planning SD-10 r egulat ions to discou rage the clearing, filling, and channelization of t h ese features. Utilize them in d r ainage n etworks in p referen ce to pipes, culverts, and en gineered ditches. ■ Evalu ating infiltration oppor t u nities by referr ing to the s t ormwater management manual for the j u risdiction and pay particular atten tion t o t h e sel ection criteria fo r avoiding grou ndwater contam ination, poor soils , and hydrogeological co ndition s that cau se these facilit ies t o fail. If necessary, l ocate developm ents with l arge amoun ts of imperviou s surfaces or a poten tial to produce rel atively contaminated runoff away from groundwater r echarge a r eas. Protection of Slopes and Channels during Landscape Design ■ Co n vey runoff safely from the tops of slopes. ■ Avoid disturbing steep or unstable slopes. ■ Avoid disturbing natur al cham1el s. ■ Stabilize disturbed slopes as quickly as possible. ■ Vegetate slopes with native or drought toleran t vegetation. ■ Co n trol and treat flows in l andscaping and/or other controls prior to reaching existing natural drainage systems. ■ Stabilize tempora1y and permanent ch am1el crossings as quickly as possible, and ensure that increases in run-off velocity and frequen cy caused by the p roject do not erode the channel. ■ Install ener gy dissipaters, such as rip rap, at t h e outlets of new stor m drains, culverts, conduits, o r channel s that enter unlined channels in accordance with applicable specifications to minimize erosion. Energy dissipat ers shall be installed in such a way as to minimize impacts to receiving waters. ■ Line o n -site conveyance channels wher e approp1;ate, to reduce erosion caused by increased flow velocity due to increases in tributary impervious area. The fir st choice for linings should be grass or some other vegetative surface, sin ce th ese materials not only r e duce runoff velocities, but also provide water quality benefits from filtration and infiltr ation. If velocities in the channel are high enough to erode grass or other vegetative linings, riprap, concrete, soil cem ent, or geo-gr id stabilization are other alternatives. ■ Consider other design p1;nciples that a r e comparable and equally effective. R e developing E xisting Insta lla tions VariousjUI;sdictional stormwat er management an d mitigation pl ans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of addition al impervious area, in cr eases in gross floor area and/or exterior con struction, an d land disturbing activities with structur al or imp ervious s urfaces. The definition of " redevelopment" must be consulted to determine whether or not the requirements for n ew development apply to areas in tend ed for redevel opment. If the definition applies, the steps outlined u n der "designing new in stallations" above should be followed. January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks .com 3 of 4 SD-10 Site Design & Landscape Planning Redevel opment may present significant opportunity to add features which had n ot previously b een implemented. Examples include incorporation of d epressions, areas of permeabl e soils, and swales in newly redeveloped areas. Whil e some site constraints may exist due to the status of al ready existing infrastructure, opportunities should not be missed t o maximize infiltration, s low runoff, reduce impervious areas, disconnect directly connected impervious areas. Other Resources A Manual for the Stand ard Urban Stormwater M it igation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Stormwater Management Manual for Western Washington, Washington State Department of Ecology, August 2001. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Po1t of San Diego, and Cities in San Diego County, Februa1y 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. 4 of 4 Californ ia Stormwater BMP Handbook New Devel opment and Redevelopment www.cabm phandbooks.com January 2003 Roof Runoff Controls Rain Garden Description Various roof runoff controls are available to address stormwater SD-11 Design Objectives 0 Maximize Infiltration 0 Provide Retention 0 Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materia ls 0 Contain Pollutants Collect and Convey that drains off rooftops. The objective is to reduce the total volume and rate of runoff from individual lots, and retain the pollutants on site that may be picked up from roofing materials and atmospheric deposition . Roof runoff controls consist of directing the roof runoff away from paved areas and mitigating flow to the storm drain system through one of several general approaches: cisterns or rain barrels; diy wells or infiltration trenchesj pop-up emitters, and foundation planting. The first three approaches require the roof runoff to be contained in a gutter and downspout system. Foundation planting provides a vegetated strip under the drip line of the roof. Approach Design of individual lots for single-family homes as well as lots for higher density residential and commercial structures should consider site design provisions for containing and infiltrating roof runoff or directing roof runoff to vegetative swales or buffer areas. Retained water can be reused for watering gardens, lawns, and trees. Benefits t o the environment include r educed demand for potable water used for irrigation, improved s tormwater quality1 increased groundwater recharge, decreased run off volun1e and peak flows, and decreased flooding potential. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopmen t. Design Considerations Designi ng New Installations Cisterns or Rain Barrels One method of addressing roof runoff is to direct roof downspout s to cisterns or rain barrels. A cistern is an above ground storage vessel with either a manually operated valve or a permanently open outlet. Roof runoff is temporarily stored and tl1en released for irrigation or infiltration between storms. The number of rain CAUFOR.\;IASTORMWATEH January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbook.com l I I 1 of 3 SD-11 Roof Runoff Controls barrels needed is a funct ion of the rooftop area. Some low impact developers recommend that eve1y house have at least 2 rain barrels, with a minimum storage capacity of 1000 liters. Roof barrels serve several purposes including mitigating the first flush from the roof which has a high volume, amount of contaminants, and thermal load. Several types of rain barrels are commercially available. Consideration must be given to selecting rain barrels that are vector proof and childproof. In addition, some barrels are designed with a bypass valve that filters out grit and other cont aminants and routes overflow to a soak-away pit or rain garden. If the cistern has an operable valve, the valve can be closed t o store stormwat er for irrigation or infiltration between storms. This system requires continual monitoring by the resident or grounds crews, but provides greater flexibility in water storage and metering. If a cistern i s provided with an operable valve and water is stored inside for long periods, the cistern must be covered to prevent mosquitoes from breeding. A cistern system with a permanently open outlet can also provide for metering stormwater runoff. If the cist ern outlet is significantly smaller than the size of the downspout inlet (say¼ to ½ inch diameter), runoff will build up inside the cistern during storms, and will empty out s lowly after peak intensities subside. This is a feasible way to mitigate the peak flow increases caused by rooftop impervious land coverage, especially for the frequent, small storms. Dry wells and Infiltration Trenches Roof downspouts can be directed to dry wells or infiltration trenches. A dry well is constructed b y excavating a hole in the ground a nd filling it with an open graded aggregate, and allowing the water to fill the well and infilh·ate after the storm event. An underground connection from t 1e ownspout conveys water mto t 1e ry we , owmg 1t to e store m e vo1 s. o minimize sedimentation from lateral soil movement, the sides and top of the stone storage matrix can be wrapped in a permeable filter fabric, though the bottom may remain open. A perforated observation pipe can be inserted vertically into the diy well to allow for inspection and maintenance. In practice, dry wells receiving runoff from single roof downspouts have been successful over long periods because they contain very little sediment. They must be sized according to the amount of rooftop runoff received, but are typically 4 to 5 feet square, and 2 to 3 feet deep, with a minimum of 1-foot soil cover over the top (maximum depth of 10 feet). To protect the foundation, dry wells must be set away from the building at least 10 feet. They must be installed in solids that accommodate infiltration. In poorly drained soils, dry wells have very limited feasibility. Infiltration trenches function in a similar mam1er a nd would be particularly effective fo r larger roof a reas. An infiltration t rench is a long, narrow, rock-filled trench with no outlet that receives stormwat er runoff. These are described under Treatment Controls. Pop-up Drainage Emitter Roof downspouts can be directed to an underground pipe that daylights some distance from the buil ding foundation, releasing the roof runoff through a pop-up emit ter. Similar to a pop-up irrigation head, the emitter only opens when there is flow from the roof. The emitter remains flush to the ground during dry periods, for ease oflawn or landscape maintenance. 2 of 3 Cal iforn ia St ormwater BMP Handbook New Devel opment a nd Redevelopment www .cabmphandbook.com January 2003 Roof Runoff Controls SD-11 Foundation Planting Landscap e planting can be provided around the base t o allow increased opportunities for s tormwater infiltration a nd p rotect the soil fro m erosion caused b y concentr ated sheet fl.o w coming off the roof. Foundation plantings can reduce the physical impact of water on the soil a nd provide a subs urface m atrix of roots that en courage infiltration. These plantings must be s turdy enough to tolerate the heavy runoff s heet flows , and periodic soil saturation. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of addition al impervious area, increases in gross floor area and/or exterior con struction, and land dishirbing activities with structural or impervious surfaces. The definition of " redevelopment" must be consulted to d eter mine whether or not the requirement s for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under "designing new inst allations" above should be followed. Supplemental Information Examples ■ City of Ottawa's Water Links Surface -Water Quality Protection Program ■ City of Toronto Downspout Disconnection Program ■ City of Bos ton, MA, Rain Barrel Demonstration Program Other Resources Hager, Ma1ty Catherin e, Stormwater, "Low -Impact Development", J anuary/Februa1y 2003. www.stormh2o.com Low I mpact Urban Design Tools, Low Impact Development Design Center , Beltsville, MD. www.lid-stormwater.net Start at the Source, Bay Area Stormwater Management Agencies Associatio n , 1999 Edition January 2003 Californ ia Stormwater BMP Handbook New Devel opment and Redevelopment www .cabm ph andbook.com 3 of 3 Efficient Irrigation SD-12 Design Objectives 0 Maximize Infiltration 0 Provide Retention 0 Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materia ls Description Contain Pollutants Collect and Convey Irrigation water provided to landscaped areas may result in excess irrigation water being conveyed into stormwater drainage systems. Approach Project plan designs for development and redevelopment should include application methods of irrigation water that minimize runoff of excess irrigation water into the s tonnwater conveyance system. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. (Detached residential single-family homes are typically excluded from this requirement.) Design Considerations Designing New Installations The following metl1ods to reduce excessive irrigation runoff should be considered, and incorporated and implemented where determined applicable and feasible by tl1e Permittee: ■ Employ rain-triggered shutoff devices to prevent irrigation after precipitation. ■ Design inigation systems to each landscape area's specific water requirements. ■ Include design featuring flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. ■ Implement landscape plans consistent with Coun ty or City water conservation r esolutions, which may include provision of water sensors, progran1lllable irrigation times (for short cycles), etc. CALCFOR.\;IASTORMWATEH January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com l I I 1 of 2 SD-12 Efficient Irrigation ■ Design t imin g and applicat ion methods of irrigation wat er to minimize the runoff of excess irrigation water into the storm water drainage syst em. ■ Group plants with similar wat er requirements in order to reduce excess irrigation run off and promot e surface filtration. Choose plants with low irrigation requirements (for example, native or drought tolerant species). Consider design features such as: Using m u lch es (such as wood chi ps or bar) in pl anter areas without ground cover to minimize sediment in runoff Installing appropriate plant materials for the location, in accordance with amount of sunlight and climate, and use native plant materials where poss ible and/or as recommended b y the landscape architect Leaving a vegetative barrier along the property boundary and interior w atercourses, to act as a pollutant filter, where appropriate and feasible Choosing plants that minimize or eliminate the use of fertilizer or pesticides to sustain growth ■ Employ other comparable, equally effective methods to reduce irrigation water runoff. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of " redevelopment" must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under "designing new installations" above should be followed. Other Resourc es A Manual for the Standard Urban Storm water Mitigation Plan (SUSMP), Los Angeles County Deprutment of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, P01t of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Mruiagement Plan (WQMP) for County of Orange, Orange County Flood Control District, ru1d tl1e Incorporated Cities of Orange County, Draft Februruy 2003. Vent ura Countywide Techn ical Guidance Manual for Stormwater Quality Cont rol Measures, July 2002. 2 of 2 Californ ia Stormwater BMP Handbook New Devel opment a nd Redevelopment www.cabmpha ndbooks.com Jan uary 2003 Storm Drain Signage Description SD-13 Desig n Objecti ves Maximize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage 0 Prohibit Dumping of Improper Materia ls Contain Pollutants Collect and Convey Waste materials dumped into storm drain inlets can have severe impacts on receiving and ground waters. Posting notices regarding discharge prohibitions at storm drain inlets can prevent waste dumping. Storm drain signs and stencils are highly visible source controls that are typically placed directly adjacent to storm drain inlets. Approach The stencil or affixed sign contains a brief statement that prohibits dumping of improper materials into the urban runoff conveyance system. Stor m drain messages have become a popular method of alerting the public about the effects of and the prohibitions against waste disposal. Suitable Applications Stencils and signs alert the public to the destination of pollutants discharged to the storm drain. Signs are appropriate in residential, commercial, and industrial areas, as well as any other ar ea where contributions or dumping to storm drains is likely. Design Co nsiderations Storm drain message markers or placards are recommended at all storm drain inlets within the boundary of a development project. The marker should be placed in clear sight facing toward anyone approaching the inlet from either side. All storm drain inl et l ocations should be identified on the development site map. Desi gning New Installations The following methods should be con sidered for inclusion in the project design and show on project p lans: ■ Provide stenciling or labeling of all storm drain inlets and catch basins, constructed or modified, within the project area with prohibitive language. Examples include "NO DUMPING January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com CAUFOR.\;IASTORMWATEH l I I 1 of 2 SD-13 Storm Drain Signage -DRAINS TO OCEAN" and/or other graphical icons to discourage illegal dumping. ■ Post sign s with prohibitive l anguage and/or graphical icons, which prohibit illegal dumping at public access points along channels and creeks within the project area. Note -Some local agencies have approved specific signage a nd/or storm drain message placards for use. Consult local agency storm water staff to determine s pecific requirements for placard types and methods of application. Redeveloping Existing Installations Various jurisdictional stonmvater management and mitigation plans (SUSMP , WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. If the project meets the definition of "redevelopment", then the requirements stated under " designing new installations" above should be included in all project design plans. Additional Information Maintenance Considerations ■ Legibility of markers and signs should be maintained. If required by the agency with jurisdiction over the project, t he owner/operator or homeowner's association should enter into a maintenance agreement with the agency or record a deed restriction upon the property title to maintain the legibility of placards or sign s. Placement ■ Signage on top of curbs tends to weather and fade. ■ Signage on face of curbs tends to be worn by contact with vehicle tires and sweeper brooms. Supplemental Information Examples ■ Most MS4 programs have storm drain s ignage programs. Some MS4 programs will provide stencils, or arrange for volunteers to stencil storm drains as part of their outreach program. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Model Standard Urban Storm v\Tater Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of OI'ange County, Draft Februruy 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. 2 of 2 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com January 2003 Site Plan (WQMP Exhibit) S . H I G H L A N D A V E . ALMERIA AVE. KNOX AVE. WA L N U T S T R E E T 36 94 110 2 37 72 * WQ M P E X H I B I T P r e p a r e d F o r : AP N : 0 2 4 3 - 1 4 2 - 0 1 Ra y m o n d J . A l l a r d , R . C . E . 3 6 0 5 2 D a t e Ph o n e ( 9 0 9 ) 3 5 6 - 1 8 1 5 Ci v i l E n g i n e e r i n g - L a n d S u r v e y i n g - L a n d P l a n n i n g AL L A R D E N G I N E E R I N G 16 8 6 6 S e v i l l e A v e n u e Fo n t a n a , C a l i f o r n i a 9 2 3 3 5 Pr e p a r e d B y : DI V E R S I F I E D P A C I F I C C O M M U N I T I E S WA L N U T & S O U T H H I G H L A N D CMP-19 CMP-17 CM P - 1 8 CMP-20 CM P - 2 1 CMP-22 CM P - 1 CM P - 2 CM P - 5 CM P - 6 CM P - 7 CM P - 8 CM P - 9 CM P - 1 0 CM P - 1 1 CM P - 1 2 CM P - 1 3 CM P - 1 4 CM P - 1 5 CM P - 1 6 CMP-3 CMP-4 CT t;: C ..c V, C I{") N 0 N ci I') ~ C ::, C: C --, 8 <( Cl l-o C: LEGEND: ~ DRAINAGE AREA ~ DRAINAGE MANAGEMENT AREA - - - - -DRAINAGE MANAGEMENT AREA BOUNDARY (DMAs) _,,_.,_ DRAINAGE AREA BOUNDARY (DA-1,2) FLOW DIRECTION PROPOSED ONSITE STORM DRAIN DRAIN INLET GRAPHIC SCALE 80 o 40 80 160 320 I .. . l~I l __ ~I ( IN FEET) 1 INCH= 80 FT. BMP LIST: G) EDUCATION OF PROPERTY OWNERS @TRASH STORAGE AREAS (SD-32) f'i\ ACTIVITY RESTRICTIONS @ INFILTRATION CHAMBER SYSTEM-! THROUGH 16 \!:.._) (CONTECH CMP-1 THROUGH 16) 0 NOT USED @ DETENTION/INFILTRATION CHAMBER SYSTEM-!? THROUGH 22 © TRAINING/EDUCATION PROGRAM (CONTECH CMP-17 THROUGH 22) ® DRIVEWAY/PARKING LOT VACUUM SWEEP/NG 0 CATCH BASIN/GRATE INLET INSPECTION 0 LANDSCAPE PLANNING (SD-10) ® ROOF RUNOFF CONTROLS (SD-11) ® EmC/ENT /RRIGAION (SD-12) ® STORM DRAIN SIGNAGE (SD-13) @INLET GRATE-FILTER INSERT (ADS FLEXSTORM PURE OR EQUIVALENT) LATITUDE & LONGITUDE 34.1309 N, -117.4619 W DRAINAGE AREA AREA PROPOSED (DA-1) WEST AREA BMP DMA-1 6.0 AC CONTECH CIIP-1 CONTECH CIIP-3 DMA-3 9.2 AC CONTECH CIIP-5 TO 10 CONTECH CIIP-17 TO 19 (DA-1) WEST AREA 15.2 AC DA-1 WEST AREA: WQ VCL PROVIDED: 81,131 CF DA-1 WEST AREA: DET VOL PROVIDED:101,597 C DRAINAGE AREA AREA PROPOSED (DA-1) EAST AREA BMP DMA-2 4.5 AC CONTECH CIIP-2 CONTECH CIIP-4 DMA-4 10.7 AC CONTECH CIIP-11 TO 16 CONTECH CIIP-20 TO 22 (DA-1) EAST AREA 15.2 AC DA-2 EAST AREA: WQ VOL PROVIDED: 84,132 CF DA-2 EAST AREA: DET VOL PROVIDED:90,745 CF 11 I I I II 1---- 11...------/ 11 11 11 11 II / 11 --~ ,1 ,"-, --~-__L_ 1/ l - \ 0 I I DESIGN CAPTURE VOL. (CF) PROrtR' VOL 31,629 31,673 48,497 49,458 80,126 CF 81,131 CF DESIGN CAPTURE VOL. (CF) PROr&f VOL. 23,721 23,726 56,404 60,310 80,125 CF 84,036 CF \ ail II • - ~ "' .... ~ "" a. SHEET NO. "' < 1 OF 1 < --; ci O> 3' ""C .,; "' J, -I - .; E 0 C: ., ------------------------------------------------------------------------------------------------------------------------G: PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 • APPROX. LINEAR FOOTAGE = 772 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED= 31,632 CF • PIPE STORAGE VOLUME= 21,828 CF • BACKFILL STORAGE VOLUME= 9,845 CF • TOTAL STORAGE PROVIDED= 31,673 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 72" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. REVISION DESCRIPTION BY -----------------------127'-0"--------------------~ C ~1~NTECH® A~l~ .. IT~AU® ~i,-~~~ri i ~"'" ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS www.ContechES.com CONTECH I 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING ASSEMBLY SCALE: 1" = 20' DYO52663 Diversified Pacific Communities, Walnut Ave, CMP-1 Inf /Ret System Fontana, CA DETENTION SYSTEM PROJECT No.: SEQ. No.: DATE: Fontana 36789 52663 5/30/2024 DESIGNED: DRAWN: DYO DYO CHECKED: APPROVED: DYO DYO SHEET NO.: 1 2 3 4 5· 6 7 TABLE 1: MIN. CORR. DIAMETER, D COVER PROFILE 6"-10" 12" 1 1/2" X 1/4" ci IUJ~ I->~ 12"-48" 12" 2 2/3" X 1/2" a.ow ~(.)al >48"-96" 12" 3"x 1", 5"x 1" a::~~ UJ~ llJ >a:: llJ >96" D/8 3"x 1", 5"x 1" 8 gen • STRUCTURAL BACKFILL MUST EXTEND TO LIMITS OF THE TABLE • TOTAL HEIGHT OF COMPACTED COVER FOR CONVENTIONAL HIGHWAY LOADS IS MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT 6 A B 5 A 3 2 /',,'' '/',, /, /,//, /"" "/>, '>~7/ \ //~( v(--1 .. :/ /::::/'I • ?//~,i ,. ~. "'• t~~'< ..• \?, / //, I "' /''r / ~/~ '~,' ,,, I>, / ' ~ HDPE LINER I/~ ~"v(--/ TRENCH 1 FILL ENVELOPE EMBANKMENT MINIMUM WIDTH DEPENDS ON SITE CONDITIONS AND ENGINEERING JUDGEMENT INSTALLATION NOTES 1. WHEN PLACING THE FIRST LIFTS OF BACKFILL IT IS IMPORTANT TO MAKE SURE THAT THE BACKFILL IS PROPERLY COMPACTED UNDER AND AROUND THE PIPE HAUNCHES. 2. OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC CONDITIONS, AS APPROVED BY SITE ENGINEER. 3. AN HDPE MEMBRANE LINER WILL BE PLACED ON THE CROWN OF EACH PIPE TO PROVIDE AN IMPERMEABLE BARRIER AGAINST ENVIRONMENTAL CHANGES THAT MAY ADVERSELY AFFECT THE SYSTEM OVER TIME. PLEASE REFER TO THE CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL TECHNICAL DETAILS. TABLE 2: PERFORATED STANDARD MATERIAL LOCATION FILL ENVELOPE WIDTH FOUNDATION BEDDING BACKFILL COVER MATERIAL MATERIAL SPECIFICATION PER ENGINEER OF RECORD AASHTO 26.5.2 -PER ENGINEER OF RECORD AASHTO M 43: 3, 357, 4, 467, 5, 56, 57 CMP RETENTION STANDARD BACKFILL SPECIFICATIONS DESCRIPTION MINIMUM TRENCH WIDTH MUST ALLOW ROOM FOR PROPER COMPACTION OF HAUNCH MATERIALS UNDER THE PIPE. THE SUGGESTED MINIMUM TRENCH WIDTH, OR EOR RECOMMENDATION: PIPE :S 12": D + 16" PIPE> 12": 1.5D + 12" MINIMUM EMBANKMENT WIDTH {IN FEET) FOR INITIAL FILL ENVELOPE: PIPE < 24": 3.0D PIPE 24" -144": D + 4'0" PIPE> 144": D + 10'0" PRIOR TO PLACING THE BEDDING, THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED DURING EXCAVATION, THEY SHALL BE REMOVED AND FOUNDATION BROUGHT BACK TO GRADE WITH A FILL MATERIAL APPROVED BY THE ENGINEER OF RECORD. ENGINEER OF RECORD TO DETERMINE IF BEDDING IS REQUIRED. PIPE MAY BE PLACED ON THE TRENCH BOTTOM OF A RELATIVELY LOOSE, NATIVE SUITABLE WELL GRADED GRANULAR MATERIAL THAT IS ROUGHLY SHAPED TO FIT THE BOTTOM OF THE PIPE, 2" MIN DEPTH. THE BEDDING MATERIAL MAY BE SUITABLE OPEN GRADED GRANULAR BEDDING CONFORMING TO MSHTO SOIL CLASSIFICATIONS A 1, A2, OR A3 WITH MAXIMUM PARTICLE SIZE OF 3" PER MSHTO 26.3.8.1 CORRUGATED METAL PIPE HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION WITHOUT SOFT SPOTS. BACKFILL SHALL BE PLACED IN 8" +/- FREE-DRAINING, ANGULAR, NATURALLY LOOSE LIFTS AND COMPACTED TO 90% STANDARD PROCTOR PERMSHTO T 99. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO LIFT (16") DIFFERENTIAL BETWEEN ~CCURRING WASHED-STONE PER AASHTO ANY OF THE PIPES AT ANY TIME DURING THE BACKFILL PROCESS. THE BACKFILL SHOULD BE ADVANCED ALONG THE LENGTH OF THE SYSTEM TO AVOID DIFFERENTIAL LOADING. WHERE M 43: 3, 357, 4, 467, 5, 56, 57 OR CONVENTIONAL COMPACTION TESTING IS NOT PRACTICAL, THE MATERIAL SHALL BE MECHANICALLY COMPACTED UNTIL NO FURTHER YIELDING OF MATERIAL IS OBSERVED UNDER THE APPROVED EQUAL* COMPACTOR. **IN UP lrO MIN. COVER -AASHTO M 145:A-1,A-2,A-3 ABOVE MIN. COVER -PER ENGINEER OF RECORD AREAS WITH HIGH WATER TABLE FLUCTUATIONS THAT INTERACT WITH THE PIPE ZONE, CONSIDER INSTALLING A GEOTEXTILE SEPARATION LAYER TO PREVENT SOIL MIGRATION. COVER MATERIAL MAY INCLUDE NON-BITUMINOUS, GRANULAR ROADBASE MATERIAL WITHIN MIN COVER LIMITS 7 · RIGID OR FLEXIBLE PAVEMENT (IF PER ENGINEER OF RECORD FLEXIBLE PAVEMENT SHOULD NOT BE COUNTED AS PART OF THE FILL HEIGHT OVER THE CMP. FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONS PER THE ENGINEER OF RECORD. APPLICABLE) A OPTIONAL SIDE GEOTEXTILE NONE GEOTEXTILE LAYER IS RECOMMENDED ON SIDES OF EXCAVATION TO PREVENT SOIL MIGRATION. B GEOTEXTILE BETWEEN LAYERS NONE IF SOIL TYPES DIFFER AT ANY POINT ABOVE PIPE INVERT, A GEOTEXTILE LAYER IS RECOMMENDED TO BE PLACED BETWEEN THE LAYERS TO PREVENT SOIL MIGRATION. NOTES: • FOR MULTIPLE BARREL INSTALLATIONS, THE RECOMMENDED STANDARD SPACING BETWEEN PARALLEL PIPE RUNS SHALL BE THE PIPE DIAMETER /2 BUT NO LESS THAN 12" FOR DIAMETERS <72". FOR 72" AND LARGER DIAMETERS, THE MINIMUM SPACING IS 36". CONTACT YOUR CONTECH REPRESENTATIVE FOR NONSTANDARD SPACING. APPROVED REGIONAL EQUIVALENTS FOR SECTION 5 INCLUDE CA-7, MIDOT 6M, 6A, OR 5G, PROVIDED THEY MEET THE PARTICLE SIZES INDICATED. MANUFACTURER RECOMMENDED BACKFILL NOTTO SCALE The design and informationshownonthisdrawingisprovided PROJECT No.: SEQ. No.: DATE: as a service to the project owner, engineer and contractor by A~l~ .. IT~AU® C ~1~NTECH® DY052663 Diversified Pacific Communities, Walnut Ave, Fontana Contech Engineered Solutions LLC ("Contech"). Neither this 36789 52663 5/30/2024 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-1 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: to Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. TEMPORARY COVER FOR CONSTRUCTION LOADS HEIGHT FINISHED GRADE OF - COVER 011 11::1 IIL!r 1 -:ll~--I f SCOPE CONSTRUCTION LOADS FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRAAMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER THE TOP OF THE PIPE. THE HEIGHT-OF-COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. PIPE SPAN, AXLE LOADS (kips) INCHES 18-50 I 50-75 I 75-110 1 110-150 MINIMUM COVER (FT) 12-42 2.0 2.5 3.0 3.0 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 *MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. CONSTRUCTION LOADING DIAGRAM SCALE: N.T.S. SPECIFICATION FOR DESIGNED DETENTION SYSTEM: PIPE ----------A------------- ACCESS CASTING TO BE co GASKET MATERIAL SUFFICIENT TO PREVENT SLAB FROM BEARING ON - RISER TO BE PROVIDED BY CONTRACTOR. #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. t OPENING IN PROTECTION SLAB FOR CASTING " " " PROVIDED AND INSTALLED BY CONTRACTOR. SECTION VIEW -0A N ...J ...J <( 0.: -~ [fl ~o a,_- <( en C9 #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. 2"COVER (TYP) t THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF THE DESIGNED DETENTION SYSTEM DETAILED IN THE PROJECT PLANS. THE PIPE SHALL BE MANUFACTURED IN ACCORDANCE TO THE APPLICABLE REQUIREMENTS LISTED BELOW: OPENING IN PROTECTION SLAB FOR CASTING MATERIAL THE MATERIAL SHALL CONFORM TO THE APPLICABLE REQUIREMENTS LISTED BELOW: ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-274 OR ASTM A-92. THE GALVANIZED STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-218 ORASTM A-929. THE POLYMER COATED STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-246 ORASTM A-742. ALUMINIZED TYPE 2: AASHTO M-36 ORASTM A-760 GALVANIZED: AASHTO M-36 OR ASTM A-760 ARR!llG'.MllllECOATED: AASHTO M-245 ORASTM A-762 ALUMINUM: AASHTO M-196 ORASTM B-745 APPLICABLE HANDLING AND ASSEMBLY INTERRUPTED BAR REPLACEMENT, SEE NOTE6. STANDARD REINFORCING, SEE TABLE ROUND OPTION PLAN VIEW NOTES: STANDARD REINFORCING, SEE TABLE REINFORCING TABLE 0CMP **BEARING RISER A 0B REINFORCING PRESSURE (PSF) 24" 04• 26" #5@12"0CEW 2,410 4'X4' #5@12"0CEW 1,780 30" 04'-6" 32" #5@12"0CEW 2,120 4'-6" X 4'-6" #5@12"0CEW 1,530 36" 05' 5' 38" #5@10"0CEW 1,890 X5' #5@10"0CEW 1,350 42" 0 5'-6" 5'-6" 44" #5@10"0CEW 1,720 X5'-6" #5@9"0CEW 1,210 48" 06' 6' 50" #5@9"0CEW 1,600 X6' #5@8"0CEW 1,100 ** ASSUMED SOIL BEARING CAPACITY ----------A---------- SQUARE OPTION PLAN VIEW t <( INTERRUPTED BAR REPLACEMENT, SEE NOTE 6. SHALL BE IN ACCORDANCE WITH NCSP'S (NATIONAL CORRUGATED STEEL Afff!el£ASSE>CIATION) FORALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL. SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS FOR ALUMINUM PIPE. 1. DESIGN INACCORDANCEWITHAASHTO, 17th EDITION. 7. TRIM OPENING WITH DIAGONAL#4 BARS, EXTEND BARS A MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED TO MAINTAIN BAR COVER. THE ALUMINUM COILS SHALL CONFORM TO THE APPLICABLE OF AASHTO M-197 ORASTM B-744. CONSTRUCTION LOADS CONSTRUCTION LOADS MAY BE HIGHER THAN FINAL LOADS. FOLLOW THE MANUFACTURER'S OR NCSPA GUIDELINES. NOTE: THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by REQUIREMENTS INSTALLATION SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II DIVISION II ORASTM A-798 (FOR ALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL) ORASTM B-788 (FOR ALUMINUM PIPE)AND IN CONFORMANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE SITE ENGINEER. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. 2. DESIGN LOAD HS25. 3. EARTH COVER = 1' MAX. 4. CONCRETE STRENGTH = 3,500 psi 5. REINFORCING STEEL= ASTM A615, GRADE 60. 6. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE SAME PLANE. 8. PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND INSTALLED BY CONTRACTOR. 9. DETAIL DESIGN BY DELTA ENGINEERING, BINGHAMTON, NY. MANHOLE CAP DETAIL SCALE: N.T.S. PROJECT No.: SEQ. No.: DATE: Conlech Engineered Solutions LLC ("Contech"). Neither this C ~1~NTECH® A~l~ .. IT~AU® DYO52663 Diversified Pacific Communities, Walnut Ave, Fontana 36789 52663 5/30/2024 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-1 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: lo Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. CMP DETENTION INSTALLATION GUIDE PROPER INSTALLATION OF A FLEXIBLE UNDERGROUND DETENTION SYSTEM WILL ENSURE LONG-TERM PERFORMANCE. THE CONFIGURATION OF THESE SYSTEMS OFTEN REQUIRES SPECIAL CONSTRUCTION PRACTICES THAT DIFFER FROM CONVENTIONAL FLEXIBLE PIPE CONSTRUCTION. CONTECH ENGINEERED SOLUTIONS STRONGLY SUGGESTS SCHEDULING A PRE-CONSTRUCTION MEETING WITH YOUR LOCAL SALES ENGINEER TO DETERMINE IF ADDITIONAL MEASURES, NOT COVERED IN THIS GUIDE, ARE APPROPRIATE FOR YOUR SITE. FOUNDATION CONSTRUCT A FOUNDATION THAT CAN SUPPORT THE DESIGN LOADING APPLIED BY THE PIPE AND ADJACENT BACKFILL WEIGHT AS WELL AS MAINTAIN ITS INTEGRITY DURING CONSTRUCTION. IF SOFT OR UNSUITABLE SOILS ARE ENCOUNTERED, REMOVE THE POOR DOWN TO A SUITABLE DEPTH AND THEN BUILD UP TO THE APPROPRIATE ELEVATION WITH A COMPETENT BACKFILL MATERIAL. THE STRUCTURAL FILL MATERIAL GRADATION SHOULD NOT ALLOW THE MIGRATION OF FINES, WHICH CAN CAUSE SETTLEMENT OF THE DETENTION SYSTEM OR PAVEMENT ABOVE. IF THE STRUCTURAL FILL MATERIAL IS NOT COMPATIBLE WITH THE UNDERLYING SOILS AN ENGINEERING FABRIC SHOULD BE USED ASA SEPARATOR. IN SOME CASES, USING A STIFF REINFORCING GEOGRID REDUCES OVER EXCAVATION AND REPLACEMENT FILL QUANTITIES. GEOGRID USED TO REDUCE BACKFILL - THE AMOUNT OF UNDERCUT GEOGRID BEDDING -COVER GEOGRID WASN'T USED EMBANKMENT UNDERCUT AND REPLACE UNSUITABLE SOILS GRADE THE FOUNDATION SUBGRADE TO A UNIFORM OR SLIGHTLY SLOPING GRADE. IF THE SUBGRADE IS CLAY OR RELATIVELY NON-POROUS AND THE CONSTRUCTION SEQUENCE WILL LAST FOR AN EXTENDED PERIOD OF TIME, IT IS BEST TO SLOPE THE GRADE TO ONE END OF THE SYSTEM. THIS WILL ALLOW EXCESS WATER TO DRAIN QUICKLY, PREVENTING SATURATION OF THE SUBGRADE. GEOMEMBRANE BARRIER IN-SITU TRENCH WALL IF EXCAVATION IS REQUIRED, THE TRENCH WALL NEEDS TO BE CAPABLE OF SUPPORTING THE LOAD THAT THE PIPE SHEDS AS THE SYSTEM IS LOADED. IF SOILS ARE NOT CAPABLE OF SUPPORTING THESE LOADS, THE PIPE CAN DEFLECT. PERFORM A SIMPLE SOIL PRESSURE CHECK USING THE APPLIED LOADS TO DETERMINE THE LIMITS OF EXCAVATION BEYOND THE SPRING LINE OF THE OUTER MOST PIPES. IN MOST CASES THE REQUIREMENTS FORA SAFE WORK ENVIRONMENT AND PROPER BACKFILL PLACEMENT AND COMPACTION TAKE CARE OF THIS CONCERN. BACKFILL -WELL GRADED -!• GRANULAR AND SMALLER GRANULAR AND SMALLER- BACKFILL PLACEMENT MATERIAL SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL-SLICING, RODDING, AIR TAMPER, VIBRATORY ROD, OR OTHER EFFECTIVE METHODS. MAXIMUM UNBALANCE LIMITED TO 2 LIFTS (APPROX. 16") IF MSHTO T99 PROCEDURES ARE DETERMINED INFEASIBLE BY THE GEOTECHNICAL ENGINEER OF RECORD, COMPACTION IS CONSIDERED ADEQUATE WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR, OR UNDER FOOT, AND THE GEOTECHNICAL ENGINEER OF RECORD (OR REPRESENTATIVE THEREOF) IS SATISFIED WITH THE LEVEL OF COMPACTION. A SITE'S RESISTIVITY MAY CHANGE OVER TIME WHEN VARIOUS TYPES OF SALTING AGENTS ARE USED, SUCH AS ROAD SALTS FOR DEICING AGENTS. IF SALTING AGENTS ARE USED ON OR NEAR THE PROJECT SITE, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THE GEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THE POTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM THE USE OF SUCH AGENTS INCLUDING PREMATURE CORROSION AND REDUCED ACTUAL SERVICE LIFE. FOR LARGE SYSTEMS, CONVEYOR SYSTEMS, BACKHOES WITH LONG REACHES OR DRAGLINES WITH STONE BUCKETS MAY BE USED TO PLACE BACKFILL. ONCE MINIMUM COVER FOR CONSTRUCTION LOADING ACROSS THE ENTIRE WIDTH OF THE SYSTEM IS REACHED, ADVANCE THE EQUIPMENT TO THE END OF THE RECENTLY PLACED FILL, AND BEGIN THE SEQUENCE AGAIN UNTIL THE SYSTEM IS COMPLETELY BACKFILLED. THIS TYPE OF CONSTRUCTION SEQUENCE PROVIDES ROOM FOR STOCKPILED BACKFILL DIRECTLY BEHIND THE BACKHOE, AS WELL AS THE MOVEMENT OF CONSTRUCTION TRAFFIC. MATERIAL STOCKPILES ON TOP OF THE BACKFILLED DETENTION SYSTEM SHOULD BE LIMITED TO 8-TO 10-FEET HIGH AND MUST PROVIDE BALANCED LOADING ACROSS ALL BARRELS. TO DETERMINE THE PROPER COVER OVER THE PIPES TO ALLOW THE THE PROJECT'S ENGINEER OF RECORD IS TO EVALUATE WHETHER SALTING AGENTS WILL BE USED ON OR NEAR THE PROJECT SITE, AND USE HIS/HER BEST JUDGEMENT TO DETERMINE IF ANY ADDITIONAL PROTECTIVE MEASURES ARE REQUIRED. BELOW IS A TYPICAL DETAIL SHOWING THE PLACEMENT OFAGEOMEMBRANE BARRIER FOR PROJECTS WHERE SALTING AGENTS ARE USED ON OR NEAR THE PROJECT SITE. The design and informationshownonthisdrawingisprovided MOVEMENT OF CONSTRUCTION EQUIPMENT SEE TABLE 1, OR CONTACT YOUR LOCAL CONTECH SALES ENGINEER. TYPICAL BACKFILL SEQUENCE EMBANKMENT WHEN FLOWABLE FILL IS USED, YOU MUST PREVENT PIPE FLOATATION. TYPICALLY, SMALL LIFTS ARE PLACED BETWEEN THE PIPES AND THEN ALLOWED TO SET-UP PRIOR TO THE PLACEMENT OF THE NEXT LIFT. THE ALLOWABLE THICKNESS OF THE CLSM LIFT IS A FUNCTION OF A PROPER BALANCE BETWEEN THE UPLIFT FORCE OF THE CLSM, THE OPPOSING WEIGHT OF THE PIPE, AND THE EFFECT OF OTHER RESTRAINING MEASURES. THE PIPE CAN CARRY LIMITED FLUID PRESSURE WITHOUT PIPE DISTORTION OR DISPLACEMENT, WHICH ALSO AFFECTS THE CLSM LIFT THICKNESS. YOUR LOCAL CONTECH SALES ENGINEER CAN HELP DETERMINE THE PROPER LIFT THICKNESS. STAGE POURS AS REQUIRED TO EMBANKMENT WEIGHTED PIPE WITH MOBILE -CONCRETE BARRIERS (OR OTHER REMOVABLE WEIGHTS) CONSTRUCTION LOADING TYPICALLY, THE MINIMUM COVER SPECIFIED FORA PROJECT ASSUMES H-20 LIVE LOAD. BECAUSE CONSTRUCTION LOADS OFTEN EXCEED DESIGN LIVE LOADS, INCREASED TEMPORARY MINIMUM COVER REQUIREMENTS ARE NECESSARY. SINCE CONSTRUCTION EQUIPMENT VARIES FROM JOB TO JOB, IT IS BEST TO ADDRESS EQUIPMENT SPECIFIC MINIMUM COVER REQUIREMENTS WITH YOUR LOCAL CONTECH SALES ENGINEER DURING YOUR PRE-CONSTRUCTION MEETING. ADDITIONAL CONSIDERATIONS BECAUSE MOST SYSTEMS ARE CONSTRUCTED BELOW-GRADE, RAINFALL CAN RAPIDLY FILL THE EXCAVATION; POTENTIALLY CAUSING FLOATATION AND MOVEMENT OF THE PREVIOUSLY PLACED PIPES. TO HELP MITIGATE POTENTIAL PROBLEMS, IT IS BEST TO START THE INSTALLATION AT THE DOWNSTREAM END WITH THE OUTLET ALREADY CONSTRUCTED TO ALLOW A ROUTE FOR THE WATER TO ESCAPE. TEMPORARY DIVERSION MEASURES MAY BE REQUIRED FOR HIGH FLOWS DUE TO THE RESTRICTED NATURE OF THE OUTLET PIPE. CATCH BASIN - INLET WATER PAVED PARKING LOT OUTLET CONTROL CMP DETENTION SYSTEM INSPECTION AND MAINTENANCE UNDERGROUND STORMWATER DETENTION AND INFILTRATION SYSTEMS MUST BE INSPECTED AND MAINTAINED AT REGULAR INTERVALS FOR PURPOSES OF PERFORMANCE AND LONGEVITY. INSPECTION INSPECTION IS THE KEY TO EFFECTIVE MAINTENANCE OF CMP DETENTION SYSTEMS AND IS EASILY PERFORMED. CONTECH RECOMMENDS ONGOING, ANNUAL INSPECTIONS. SITES WITH HIGH TRASH LOAD OR SMALL OUTLET CONTROL ORIFICES MAY NEED MORE FREQUENT INSPECTIONS. THE RATE AT WHICH THE SYSTEM COLLECTS POLLUTANTS WILL DEPEND MORE ON SITE SPECIFIC ACTIVITIES RATHER THAN THE SIZE OR CONFIGURATION OF THE SYSTEM. INSPECTIONS SHOULD BE PERFORMED MORE OFTEN IN EQUIPMENT WASHDOWN AREAS, IN CLIMATES WHERE SANDING AND/OR SALTING OPERATIONS TAKE PLACE, AND IN OTHER VARIOUS INSTANCES IN WHICH ONE WOULD EXPECT HIGHER ACCUMULATIONS OF SEDIMENT OR ABRASIVE/ CORROSIVE CONDITIONS. A RECORD OF EACH INSPECTION IS TO BE MAINTAINED FOR THE LIFE OF THE SYSTEM MAINTENANCE CMP DETENTION SYSTEMS SHOULD BE CLEANED WHEN AN INSPECTION REVEALS ACCUMULATED SEDIMENT OR TRASH IS CLOGGING THE DISCHARGE ORIFICE. ACCUMULATED SEDIMENT AND TRASH CAN TYPICALLY BE EVACUATED THROUGH THE MANHOLE OVER THE OUTLET ORIFICE. IF MAINTENANCE IS NOT PERFORMED AS RECOMMENDED, SEDIMENT AND TRASH MAY ACCUMULATE IN FRONT OF THE OUTLET ORIFICE. MANHOLE COVERS SHOULD BE SECURELY SEATED FOLLOWING CLEANING ACTIVITIES. CONTECH SUGGESTS THAT ALL SYSTEMS BE DESIGNED WITH AN ACCESS/INSPECTION MANHOLE SITUATED AT OR NEAR THE INLET AND THE OUTLET ORIFICE. SHOULD IT BE NECESSARY TO GET INSIDE THE SYSTEM TO PERFORM MAINTENANCE ACTIVITIES, ALL APPROPRIATE PRECAUTIONS REGARDING CONFINED SPACE ENTRY AND OSHA REGULATIONS SHOULD BE FOLLOWED. ANNUAL INSPECTIONS ARE BEST PRACTICE FOR ALL UNDERGROUND SYSTEMS. DURING THIS INSPECTION, IF EVIDENCE OF SALTING/DE-ICING AGENTS IS OBSERVED WITHIN THE SYSTEM, IT IS BEST PRACTICE FOR THE SYSTEM TO BE RINSED, INCLUDING ABOVE THE SPRING LINE SOON AFTER THE SPRING THAW AS PART OF THE MAINTENANCE PROGRAM FOR THE SYSTEM. MAINTAINING AN UNDERGROUND DETENTION OR INFILTRATION SYSTEM IS EASIEST WHEN THERE IS NO FLOW ENTERING THE SYSTEM. FOR THIS REASON, IT IS A GOOD IDEA TO SCHEDULE THE CLEANOUT DURING DRY WEATHER. THE FOREGOING INSPECTION AND MAINTENANCE EFFORTS HELP ENSURE UNDERGROUND PIPE SYSTEMS USED FOR STORMWATER STORAGE CONTINUE TO FUNCTION AS INTENDED BY IDENTIFYING RECOMMENDED REGULAR INSPECTION AND MAINTENANCE PRACTICES. INSPECTION AND MAINTENANCE RELATED TO THE STRUCTURAL INTEGRITY OF THE PIPE OR THE SOUNDNESS OF PIPE JOINT CONNECTIONS IS BEYOND THE SCOPE OF THIS GUIDE. PROJECT No.: SEQ. No.: DATE: as a service to the project owner, engineer and contractor by C ~1~NTECH® A~l~ .. IT~AU® DY052663 Diversified Pacific Communities, Walnut Ave, Fontana Conlech Engineered Solutions LLC ("Contech"). Neither this 36789 52663 5/30/2024 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-1 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: lo Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 • APPROX. LINEAR FOOTAGE = 578 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED= 23,724 CF • PIPE STORAGE VOLUME= 16,343 CF • BACKFILL STORAGE VOLUME= 7,383 CF • TOTAL STORAGE PROVIDED= 23,726 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 72" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. REVISION DESCRIPTION BY ~-----------------------143'-0"-----------------------~ ~ 0 ("') l___~-~-----------------~-----------------~------~----- C ~1~NTECH® A~l~ .. IT~AU® ~i,-~~~ri i ~"'" ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS www.ContechES.com CONTECH I 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING ASSEMBLY SCALE: 1" = 20' DYO52663 Diversified Pacific Communities, Walnut Ave, CMP-2 Inf /Ret System Fontana, CA DETENTION SYSTEM PROJECT No.: SEQ. No.: DATE: Fontana 36789 52663 5/30/2024 DESIGNED: DRAWN: DYO DYO CHECKED: APPROVED: DYO DYO SHEET NO.: 1 2 3 4 5· 6 7 TABLE 1: MIN. CORR. DIAMETER, D COVER PROFILE 6"-10" 12" 1 1/2" X 1/4" ci IUJ~ I->~ 12"-48" 12" 2 2/3" X 1/2" a.ow ~(.)al >48"-96" 12" 3"x 1", 5"x 1" a::~~ UJ~ llJ >a:: llJ >96" D/8 3"x 1", 5"x 1" 8 gen • STRUCTURAL BACKFILL MUST EXTEND TO LIMITS OF THE TABLE • TOTAL HEIGHT OF COMPACTED COVER FOR CONVENTIONAL HIGHWAY LOADS IS MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT 6 A B 5 A 3 2 /',,'' '/',, /, /,//, /"" "/>, '>~7/ \ //~( v(--1 .. :/ /::::/'I • ?//~,i ,. ~. "'• t~~'< ..• \?, / //, I "' /''r / ~/~ '~,' ,,, I>, / ' ~ HDPE LINER I/~ ~"v(--/ TRENCH 1 FILL ENVELOPE EMBANKMENT MINIMUM WIDTH DEPENDS ON SITE CONDITIONS AND ENGINEERING JUDGEMENT INSTALLATION NOTES 1. WHEN PLACING THE FIRST LIFTS OF BACKFILL IT IS IMPORTANT TO MAKE SURE THAT THE BACKFILL IS PROPERLY COMPACTED UNDER AND AROUND THE PIPE HAUNCHES. 2. OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC CONDITIONS, AS APPROVED BY SITE ENGINEER. 3. AN HDPE MEMBRANE LINER WILL BE PLACED ON THE CROWN OF EACH PIPE TO PROVIDE AN IMPERMEABLE BARRIER AGAINST ENVIRONMENTAL CHANGES THAT MAY ADVERSELY AFFECT THE SYSTEM OVER TIME. PLEASE REFER TO THE CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL TECHNICAL DETAILS. TABLE 2: PERFORATED STANDARD MATERIAL LOCATION FILL ENVELOPE WIDTH FOUNDATION BEDDING BACKFILL COVER MATERIAL MATERIAL SPECIFICATION PER ENGINEER OF RECORD AASHTO 26.5.2 -PER ENGINEER OF RECORD AASHTO M 43: 3, 357, 4, 467, 5, 56, 57 CMP RETENTION STANDARD BACKFILL SPECIFICATIONS DESCRIPTION MINIMUM TRENCH WIDTH MUST ALLOW ROOM FOR PROPER COMPACTION OF HAUNCH MATERIALS UNDER THE PIPE. THE SUGGESTED MINIMUM TRENCH WIDTH, OR EOR RECOMMENDATION: PIPE :S 12": D + 16" PIPE> 12": 1.5D + 12" MINIMUM EMBANKMENT WIDTH {IN FEET) FOR INITIAL FILL ENVELOPE: PIPE < 24": 3.0D PIPE 24" -144": D + 4'0" PIPE> 144": D + 10'0" PRIOR TO PLACING THE BEDDING, THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED DURING EXCAVATION, THEY SHALL BE REMOVED AND FOUNDATION BROUGHT BACK TO GRADE WITH A FILL MATERIAL APPROVED BY THE ENGINEER OF RECORD. ENGINEER OF RECORD TO DETERMINE IF BEDDING IS REQUIRED. PIPE MAY BE PLACED ON THE TRENCH BOTTOM OF A RELATIVELY LOOSE, NATIVE SUITABLE WELL GRADED GRANULAR MATERIAL THAT IS ROUGHLY SHAPED TO FIT THE BOTTOM OF THE PIPE, 2" MIN DEPTH. THE BEDDING MATERIAL MAY BE SUITABLE OPEN GRADED GRANULAR BEDDING CONFORMING TO MSHTO SOIL CLASSIFICATIONS A 1, A2, OR A3 WITH MAXIMUM PARTICLE SIZE OF 3" PER MSHTO 26.3.8.1 CORRUGATED METAL PIPE HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION WITHOUT SOFT SPOTS. BACKFILL SHALL BE PLACED IN 8" +/- FREE-DRAINING, ANGULAR, NATURALLY LOOSE LIFTS AND COMPACTED TO 90% STANDARD PROCTOR PERMSHTO T 99. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO LIFT (16") DIFFERENTIAL BETWEEN ~CCURRING WASHED-STONE PER AASHTO ANY OF THE PIPES AT ANY TIME DURING THE BACKFILL PROCESS. THE BACKFILL SHOULD BE ADVANCED ALONG THE LENGTH OF THE SYSTEM TO AVOID DIFFERENTIAL LOADING. WHERE M 43: 3, 357, 4, 467, 5, 56, 57 OR CONVENTIONAL COMPACTION TESTING IS NOT PRACTICAL, THE MATERIAL SHALL BE MECHANICALLY COMPACTED UNTIL NO FURTHER YIELDING OF MATERIAL IS OBSERVED UNDER THE APPROVED EQUAL* COMPACTOR. **IN UP lrO MIN. COVER -AASHTO M 145:A-1,A-2,A-3 ABOVE MIN. COVER -PER ENGINEER OF RECORD AREAS WITH HIGH WATER TABLE FLUCTUATIONS THAT INTERACT WITH THE PIPE ZONE, CONSIDER INSTALLING A GEOTEXTILE SEPARATION LAYER TO PREVENT SOIL MIGRATION. COVER MATERIAL MAY INCLUDE NON-BITUMINOUS, GRANULAR ROADBASE MATERIAL WITHIN MIN COVER LIMITS 7 · RIGID OR FLEXIBLE PAVEMENT (IF PER ENGINEER OF RECORD FLEXIBLE PAVEMENT SHOULD NOT BE COUNTED AS PART OF THE FILL HEIGHT OVER THE CMP. FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONS PER THE ENGINEER OF RECORD. APPLICABLE) A OPTIONAL SIDE GEOTEXTILE NONE GEOTEXTILE LAYER IS RECOMMENDED ON SIDES OF EXCAVATION TO PREVENT SOIL MIGRATION. B GEOTEXTILE BETWEEN LAYERS NONE IF SOIL TYPES DIFFER AT ANY POINT ABOVE PIPE INVERT, A GEOTEXTILE LAYER IS RECOMMENDED TO BE PLACED BETWEEN THE LAYERS TO PREVENT SOIL MIGRATION. NOTES: • FOR MULTIPLE BARREL INSTALLATIONS, THE RECOMMENDED STANDARD SPACING BETWEEN PARALLEL PIPE RUNS SHALL BE THE PIPE DIAMETER /2 BUT NO LESS THAN 12" FOR DIAMETERS <72". FOR 72" AND LARGER DIAMETERS, THE MINIMUM SPACING IS 36". CONTACT YOUR CONTECH REPRESENTATIVE FOR NONSTANDARD SPACING. APPROVED REGIONAL EQUIVALENTS FOR SECTION 5 INCLUDE CA-7, MIDOT 6M, 6A, OR 5G, PROVIDED THEY MEET THE PARTICLE SIZES INDICATED. MANUFACTURER RECOMMENDED BACKFILL NOTTO SCALE The design and informationshownonthisdrawingisprovided PROJECT No.: SEQ. No.: DATE: as a service to the project owner, engineer and contractor by A~l~ .. IT~AU® C ~1~NTECH® DY052663 Diversified Pacific Communities, Walnut Ave, Fontana Contech Engineered Solutions LLC ("Contech"). Neither this 36789 52663 5/30/2024 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-2 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: to Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. TEMPORARY COVER FOR CONSTRUCTION LOADS HEIGHT FINISHED GRADE OF - COVER 011 11::1 IIL!r 1 -:ll~--I f SCOPE CONSTRUCTION LOADS FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRAAMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER THE TOP OF THE PIPE. THE HEIGHT-OF-COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. PIPE SPAN, AXLE LOADS (kips) INCHES 18-50 I 50-75 I 75-110 1 110-150 MINIMUM COVER (FT) 12-42 2.0 2.5 3.0 3.0 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 *MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. CONSTRUCTION LOADING DIAGRAM SCALE: N.T.S. SPECIFICATION FOR DESIGNED DETENTION SYSTEM: PIPE ----------A------------- ACCESS CASTING TO BE co GASKET MATERIAL SUFFICIENT TO PREVENT SLAB FROM BEARING ON - RISER TO BE PROVIDED BY CONTRACTOR. #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. t OPENING IN PROTECTION SLAB FOR CASTING " " " PROVIDED AND INSTALLED BY CONTRACTOR. SECTION VIEW -0A N ...J ...J <( 0.: -~ [fl ~o a,_- <( en C9 #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. 2"COVER (TYP) t THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF THE DESIGNED DETENTION SYSTEM DETAILED IN THE PROJECT PLANS. THE PIPE SHALL BE MANUFACTURED IN ACCORDANCE TO THE APPLICABLE REQUIREMENTS LISTED BELOW: OPENING IN PROTECTION SLAB FOR CASTING MATERIAL THE MATERIAL SHALL CONFORM TO THE APPLICABLE REQUIREMENTS LISTED BELOW: ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-274 OR ASTM A-92. THE GALVANIZED STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-218 ORASTM A-929. THE POLYMER COATED STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-246 ORASTM A-742. ALUMINIZED TYPE 2: AASHTO M-36 ORASTM A-760 GALVANIZED: AASHTO M-36 OR ASTM A-760 ARR!llG'.MllllECOATED: AASHTO M-245 ORASTM A-762 ALUMINUM: AASHTO M-196 ORASTM B-745 APPLICABLE HANDLING AND ASSEMBLY INTERRUPTED BAR REPLACEMENT, SEE NOTE6. STANDARD REINFORCING, SEE TABLE ROUND OPTION PLAN VIEW NOTES: STANDARD REINFORCING, SEE TABLE REINFORCING TABLE 0CMP **BEARING RISER A 0B REINFORCING PRESSURE (PSF) 24" 04• 26" #5@12"0CEW 2,410 4'X4' #5@12"0CEW 1,780 30" 04'-6" 32" #5@12"0CEW 2,120 4'-6" X 4'-6" #5@12"0CEW 1,530 36" 05' 5' 38" #5@10"0CEW 1,890 X5' #5@10"0CEW 1,350 42" 0 5'-6" 5'-6" 44" #5@10"0CEW 1,720 X5'-6" #5@9"0CEW 1,210 48" 06' 6' 50" #5@9"0CEW 1,600 X6' #5@8"0CEW 1,100 ** ASSUMED SOIL BEARING CAPACITY ----------A---------- SQUARE OPTION PLAN VIEW t <( INTERRUPTED BAR REPLACEMENT, SEE NOTE 6. SHALL BE IN ACCORDANCE WITH NCSP'S (NATIONAL CORRUGATED STEEL Afff!el£ASSE>CIATION) FORALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL. SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS FOR ALUMINUM PIPE. 1. DESIGN INACCORDANCEWITHAASHTO, 17th EDITION. 7. TRIM OPENING WITH DIAGONAL#4 BARS, EXTEND BARS A MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED TO MAINTAIN BAR COVER. THE ALUMINUM COILS SHALL CONFORM TO THE APPLICABLE OF AASHTO M-197 ORASTM B-744. CONSTRUCTION LOADS CONSTRUCTION LOADS MAY BE HIGHER THAN FINAL LOADS. FOLLOW THE MANUFACTURER'S OR NCSPA GUIDELINES. NOTE: THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by REQUIREMENTS INSTALLATION SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II DIVISION II ORASTM A-798 (FOR ALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL) ORASTM B-788 (FOR ALUMINUM PIPE)AND IN CONFORMANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE SITE ENGINEER. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. 2. DESIGN LOAD HS25. 3. EARTH COVER = 1' MAX. 4. CONCRETE STRENGTH = 3,500 psi 5. REINFORCING STEEL= ASTM A615, GRADE 60. 6. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE SAME PLANE. 8. PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND INSTALLED BY CONTRACTOR. 9. DETAIL DESIGN BY DELTA ENGINEERING, BINGHAMTON, NY. MANHOLE CAP DETAIL SCALE: N.T.S. PROJECT No.: SEQ. No.: DATE: Conlech Engineered Solutions LLC ("Contech"). Neither this C ~1~NTECH® A~l~ .. IT~AU® DYO52663 Diversified Pacific Communities, Walnut Ave, Fontana 36789 52663 5/30/2024 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-2 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: lo Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. CMP DETENTION INSTALLATION GUIDE PROPER INSTALLATION OF A FLEXIBLE UNDERGROUND DETENTION SYSTEM WILL ENSURE LONG-TERM PERFORMANCE. THE CONFIGURATION OF THESE SYSTEMS OFTEN REQUIRES SPECIAL CONSTRUCTION PRACTICES THAT DIFFER FROM CONVENTIONAL FLEXIBLE PIPE CONSTRUCTION. CONTECH ENGINEERED SOLUTIONS STRONGLY SUGGESTS SCHEDULING A PRE-CONSTRUCTION MEETING WITH YOUR LOCAL SALES ENGINEER TO DETERMINE IF ADDITIONAL MEASURES, NOT COVERED IN THIS GUIDE, ARE APPROPRIATE FOR YOUR SITE. FOUNDATION CONSTRUCT A FOUNDATION THAT CAN SUPPORT THE DESIGN LOADING APPLIED BY THE PIPE AND ADJACENT BACKFILL WEIGHT AS WELL AS MAINTAIN ITS INTEGRITY DURING CONSTRUCTION. IF SOFT OR UNSUITABLE SOILS ARE ENCOUNTERED, REMOVE THE POOR DOWN TO A SUITABLE DEPTH AND THEN BUILD UP TO THE APPROPRIATE ELEVATION WITH A COMPETENT BACKFILL MATERIAL. THE STRUCTURAL FILL MATERIAL GRADATION SHOULD NOT ALLOW THE MIGRATION OF FINES, WHICH CAN CAUSE SETTLEMENT OF THE DETENTION SYSTEM OR PAVEMENT ABOVE. IF THE STRUCTURAL FILL MATERIAL IS NOT COMPATIBLE WITH THE UNDERLYING SOILS AN ENGINEERING FABRIC SHOULD BE USED ASA SEPARATOR. IN SOME CASES, USING A STIFF REINFORCING GEOGRID REDUCES OVER EXCAVATION AND REPLACEMENT FILL QUANTITIES. GEOGRID USED TO REDUCE BACKFILL - THE AMOUNT OF UNDERCUT GEOGRID BEDDING -COVER GEOGRID WASN'T USED EMBANKMENT UNDERCUT AND REPLACE UNSUITABLE SOILS GRADE THE FOUNDATION SUBGRADE TO A UNIFORM OR SLIGHTLY SLOPING GRADE. IF THE SUBGRADE IS CLAY OR RELATIVELY NON-POROUS AND THE CONSTRUCTION SEQUENCE WILL LAST FOR AN EXTENDED PERIOD OF TIME, IT IS BEST TO SLOPE THE GRADE TO ONE END OF THE SYSTEM. THIS WILL ALLOW EXCESS WATER TO DRAIN QUICKLY, PREVENTING SATURATION OF THE SUBGRADE. GEOMEMBRANE BARRIER IN-SITU TRENCH WALL IF EXCAVATION IS REQUIRED, THE TRENCH WALL NEEDS TO BE CAPABLE OF SUPPORTING THE LOAD THAT THE PIPE SHEDS AS THE SYSTEM IS LOADED. IF SOILS ARE NOT CAPABLE OF SUPPORTING THESE LOADS, THE PIPE CAN DEFLECT. PERFORM A SIMPLE SOIL PRESSURE CHECK USING THE APPLIED LOADS TO DETERMINE THE LIMITS OF EXCAVATION BEYOND THE SPRING LINE OF THE OUTER MOST PIPES. IN MOST CASES THE REQUIREMENTS FORA SAFE WORK ENVIRONMENT AND PROPER BACKFILL PLACEMENT AND COMPACTION TAKE CARE OF THIS CONCERN. BACKFILL -WELL GRADED -!• GRANULAR AND SMALLER GRANULAR AND SMALLER- BACKFILL PLACEMENT MATERIAL SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL-SLICING, RODDING, AIR TAMPER, VIBRATORY ROD, OR OTHER EFFECTIVE METHODS. MAXIMUM UNBALANCE LIMITED TO 2 LIFTS (APPROX. 16") IF MSHTO T99 PROCEDURES ARE DETERMINED INFEASIBLE BY THE GEOTECHNICAL ENGINEER OF RECORD, COMPACTION IS CONSIDERED ADEQUATE WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR, OR UNDER FOOT, AND THE GEOTECHNICAL ENGINEER OF RECORD (OR REPRESENTATIVE THEREOF) IS SATISFIED WITH THE LEVEL OF COMPACTION. A SITE'S RESISTIVITY MAY CHANGE OVER TIME WHEN VARIOUS TYPES OF SALTING AGENTS ARE USED, SUCH AS ROAD SALTS FOR DEICING AGENTS. IF SALTING AGENTS ARE USED ON OR NEAR THE PROJECT SITE, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THE GEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THE POTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM THE USE OF SUCH AGENTS INCLUDING PREMATURE CORROSION AND REDUCED ACTUAL SERVICE LIFE. FOR LARGE SYSTEMS, CONVEYOR SYSTEMS, BACKHOES WITH LONG REACHES OR DRAGLINES WITH STONE BUCKETS MAY BE USED TO PLACE BACKFILL. ONCE MINIMUM COVER FOR CONSTRUCTION LOADING ACROSS THE ENTIRE WIDTH OF THE SYSTEM IS REACHED, ADVANCE THE EQUIPMENT TO THE END OF THE RECENTLY PLACED FILL, AND BEGIN THE SEQUENCE AGAIN UNTIL THE SYSTEM IS COMPLETELY BACKFILLED. THIS TYPE OF CONSTRUCTION SEQUENCE PROVIDES ROOM FOR STOCKPILED BACKFILL DIRECTLY BEHIND THE BACKHOE, AS WELL AS THE MOVEMENT OF CONSTRUCTION TRAFFIC. MATERIAL STOCKPILES ON TOP OF THE BACKFILLED DETENTION SYSTEM SHOULD BE LIMITED TO 8-TO 10-FEET HIGH AND MUST PROVIDE BALANCED LOADING ACROSS ALL BARRELS. TO DETERMINE THE PROPER COVER OVER THE PIPES TO ALLOW THE THE PROJECT'S ENGINEER OF RECORD IS TO EVALUATE WHETHER SALTING AGENTS WILL BE USED ON OR NEAR THE PROJECT SITE, AND USE HIS/HER BEST JUDGEMENT TO DETERMINE IF ANY ADDITIONAL PROTECTIVE MEASURES ARE REQUIRED. BELOW IS A TYPICAL DETAIL SHOWING THE PLACEMENT OFAGEOMEMBRANE BARRIER FOR PROJECTS WHERE SALTING AGENTS ARE USED ON OR NEAR THE PROJECT SITE. The design and informationshownonthisdrawingisprovided MOVEMENT OF CONSTRUCTION EQUIPMENT SEE TABLE 1, OR CONTACT YOUR LOCAL CONTECH SALES ENGINEER. TYPICAL BACKFILL SEQUENCE EMBANKMENT WHEN FLOWABLE FILL IS USED, YOU MUST PREVENT PIPE FLOATATION. TYPICALLY, SMALL LIFTS ARE PLACED BETWEEN THE PIPES AND THEN ALLOWED TO SET-UP PRIOR TO THE PLACEMENT OF THE NEXT LIFT. THE ALLOWABLE THICKNESS OF THE CLSM LIFT IS A FUNCTION OF A PROPER BALANCE BETWEEN THE UPLIFT FORCE OF THE CLSM, THE OPPOSING WEIGHT OF THE PIPE, AND THE EFFECT OF OTHER RESTRAINING MEASURES. THE PIPE CAN CARRY LIMITED FLUID PRESSURE WITHOUT PIPE DISTORTION OR DISPLACEMENT, WHICH ALSO AFFECTS THE CLSM LIFT THICKNESS. YOUR LOCAL CONTECH SALES ENGINEER CAN HELP DETERMINE THE PROPER LIFT THICKNESS. STAGE POURS AS REQUIRED TO EMBANKMENT WEIGHTED PIPE WITH MOBILE -CONCRETE BARRIERS (OR OTHER REMOVABLE WEIGHTS) CONSTRUCTION LOADING TYPICALLY, THE MINIMUM COVER SPECIFIED FORA PROJECT ASSUMES H-20 LIVE LOAD. BECAUSE CONSTRUCTION LOADS OFTEN EXCEED DESIGN LIVE LOADS, INCREASED TEMPORARY MINIMUM COVER REQUIREMENTS ARE NECESSARY. SINCE CONSTRUCTION EQUIPMENT VARIES FROM JOB TO JOB, IT IS BEST TO ADDRESS EQUIPMENT SPECIFIC MINIMUM COVER REQUIREMENTS WITH YOUR LOCAL CONTECH SALES ENGINEER DURING YOUR PRE-CONSTRUCTION MEETING. ADDITIONAL CONSIDERATIONS BECAUSE MOST SYSTEMS ARE CONSTRUCTED BELOW-GRADE, RAINFALL CAN RAPIDLY FILL THE EXCAVATION; POTENTIALLY CAUSING FLOATATION AND MOVEMENT OF THE PREVIOUSLY PLACED PIPES. TO HELP MITIGATE POTENTIAL PROBLEMS, IT IS BEST TO START THE INSTALLATION AT THE DOWNSTREAM END WITH THE OUTLET ALREADY CONSTRUCTED TO ALLOW A ROUTE FOR THE WATER TO ESCAPE. TEMPORARY DIVERSION MEASURES MAY BE REQUIRED FOR HIGH FLOWS DUE TO THE RESTRICTED NATURE OF THE OUTLET PIPE. CATCH BASIN - INLET WATER PAVED PARKING LOT OUTLET CONTROL CMP DETENTION SYSTEM INSPECTION AND MAINTENANCE UNDERGROUND STORMWATER DETENTION AND INFILTRATION SYSTEMS MUST BE INSPECTED AND MAINTAINED AT REGULAR INTERVALS FOR PURPOSES OF PERFORMANCE AND LONGEVITY. INSPECTION INSPECTION IS THE KEY TO EFFECTIVE MAINTENANCE OF CMP DETENTION SYSTEMS AND IS EASILY PERFORMED. CONTECH RECOMMENDS ONGOING, ANNUAL INSPECTIONS. SITES WITH HIGH TRASH LOAD OR SMALL OUTLET CONTROL ORIFICES MAY NEED MORE FREQUENT INSPECTIONS. THE RATE AT WHICH THE SYSTEM COLLECTS POLLUTANTS WILL DEPEND MORE ON SITE SPECIFIC ACTIVITIES RATHER THAN THE SIZE OR CONFIGURATION OF THE SYSTEM. INSPECTIONS SHOULD BE PERFORMED MORE OFTEN IN EQUIPMENT WASHDOWN AREAS, IN CLIMATES WHERE SANDING AND/OR SALTING OPERATIONS TAKE PLACE, AND IN OTHER VARIOUS INSTANCES IN WHICH ONE WOULD EXPECT HIGHER ACCUMULATIONS OF SEDIMENT OR ABRASIVE/ CORROSIVE CONDITIONS. A RECORD OF EACH INSPECTION IS TO BE MAINTAINED FOR THE LIFE OF THE SYSTEM MAINTENANCE CMP DETENTION SYSTEMS SHOULD BE CLEANED WHEN AN INSPECTION REVEALS ACCUMULATED SEDIMENT OR TRASH IS CLOGGING THE DISCHARGE ORIFICE. ACCUMULATED SEDIMENT AND TRASH CAN TYPICALLY BE EVACUATED THROUGH THE MANHOLE OVER THE OUTLET ORIFICE. IF MAINTENANCE IS NOT PERFORMED AS RECOMMENDED, SEDIMENT AND TRASH MAY ACCUMULATE IN FRONT OF THE OUTLET ORIFICE. MANHOLE COVERS SHOULD BE SECURELY SEATED FOLLOWING CLEANING ACTIVITIES. CONTECH SUGGESTS THAT ALL SYSTEMS BE DESIGNED WITH AN ACCESS/INSPECTION MANHOLE SITUATED AT OR NEAR THE INLET AND THE OUTLET ORIFICE. SHOULD IT BE NECESSARY TO GET INSIDE THE SYSTEM TO PERFORM MAINTENANCE ACTIVITIES, ALL APPROPRIATE PRECAUTIONS REGARDING CONFINED SPACE ENTRY AND OSHA REGULATIONS SHOULD BE FOLLOWED. ANNUAL INSPECTIONS ARE BEST PRACTICE FOR ALL UNDERGROUND SYSTEMS. DURING THIS INSPECTION, IF EVIDENCE OF SALTING/DE-ICING AGENTS IS OBSERVED WITHIN THE SYSTEM, IT IS BEST PRACTICE FOR THE SYSTEM TO BE RINSED, INCLUDING ABOVE THE SPRING LINE SOON AFTER THE SPRING THAW AS PART OF THE MAINTENANCE PROGRAM FOR THE SYSTEM. MAINTAINING AN UNDERGROUND DETENTION OR INFILTRATION SYSTEM IS EASIEST WHEN THERE IS NO FLOW ENTERING THE SYSTEM. FOR THIS REASON, IT IS A GOOD IDEA TO SCHEDULE THE CLEANOUT DURING DRY WEATHER. THE FOREGOING INSPECTION AND MAINTENANCE EFFORTS HELP ENSURE UNDERGROUND PIPE SYSTEMS USED FOR STORMWATER STORAGE CONTINUE TO FUNCTION AS INTENDED BY IDENTIFYING RECOMMENDED REGULAR INSPECTION AND MAINTENANCE PRACTICES. INSPECTION AND MAINTENANCE RELATED TO THE STRUCTURAL INTEGRITY OF THE PIPE OR THE SOUNDNESS OF PIPE JOINT CONNECTIONS IS BEYOND THE SCOPE OF THIS GUIDE. PROJECT No.: SEQ. No.: DATE: as a service to the project owner, engineer and contractor by C ~1~NTECH® A~l~ .. IT~AU® DY052663 Diversified Pacific Communities, Walnut Ave, Fontana Conlech Engineered Solutions LLC ("Contech"). Neither this 36789 52663 5/30/2024 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-2 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: lo Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 • APPROX. LINEAR FOOTAGE = 489 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED= 15,000 CF • PIPE STORAGE VOLUME= 9,601 CF • BACKFILL STORAGE VOLUME= 5,096 CF • TOTAL STORAGE PROVIDED= 14,697 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 60" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. REVISION DESCRIPTION i------------------------------------489'-0"----------------------------------" L~~-~-~~~~-~-~~~~-~-~~-~-~-~~-~-~~________, I C ~1~NTECH® ~i,- ENGINEERED SOLUTIONS LLC www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX BY A~l~ .. IT~AU® ~~~ri i ~"'" CMP DETENTION SYSTEMS CONTECH I DYODS DRAWING ASSEMBLY SCALE: 1" = 50' DYO52663 Diversified Pacific Communities, Walnut Ave, CMP-6 Inf /Ret System Fontana, CA DETENTION SYSTEM Fontana PROJECT No.: SEQ. No.: DATE: 36789 52663 12/18/2024 DESIGNED: DRAWN: DYO DYO CHECKED: APPROVED: DYO DYO SHEET NO.: 1 2 3 4 5· 6 7 TABLE 1: MIN. CORR. DIAMETER, D COVER PROFILE 6"-10" 12" 1 1/2" X 1/4" ci IUJ~ I->~ 12"-48" 12" 2 2/3" X 1/2" a.ow ~(.)al >48"-96" 12" 3"x 1", 5"x 1" a::~~ UJ~ llJ >a:: llJ >96" D/8 3"x 1", 5"x 1" 8 gen • STRUCTURAL BACKFILL MUST EXTEND TO LIMITS OF THE TABLE • TOTAL HEIGHT OF COMPACTED COVER FOR CONVENTIONAL HIGHWAY LOADS IS MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT 6 A B 5 A 3 2 /',,'' '/',, /, /,//, /"" "/>, '>~7/ \ //~( v(--1 .. :/ /::::/'I • ?//~,i ,. ~. "'• t~~'< ..• \?, / //, I "' /''r / ~/~ '~,' ,,, I>, / ' ~ HDPE LINER I/~ ~"v(--/ TRENCH 1 FILL ENVELOPE EMBANKMENT MINIMUM WIDTH DEPENDS ON SITE CONDITIONS AND ENGINEERING JUDGEMENT INSTALLATION NOTES 1. WHEN PLACING THE FIRST LIFTS OF BACKFILL IT IS IMPORTANT TO MAKE SURE THAT THE BACKFILL IS PROPERLY COMPACTED UNDER AND AROUND THE PIPE HAUNCHES. 2. OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC CONDITIONS, AS APPROVED BY SITE ENGINEER. 3. AN HDPE MEMBRANE LINER WILL BE PLACED ON THE CROWN OF EACH PIPE TO PROVIDE AN IMPERMEABLE BARRIER AGAINST ENVIRONMENTAL CHANGES THAT MAY ADVERSELY AFFECT THE SYSTEM OVER TIME. PLEASE REFER TO THE CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL TECHNICAL DETAILS. TABLE 2: PERFORATED STANDARD MATERIAL LOCATION FILL ENVELOPE WIDTH FOUNDATION BEDDING BACKFILL COVER MATERIAL MATERIAL SPECIFICATION PER ENGINEER OF RECORD AASHTO 26.5.2 -PER ENGINEER OF RECORD AASHTO M 43: 3, 357, 4, 467, 5, 56, 57 CMP RETENTION STANDARD BACKFILL SPECIFICATIONS DESCRIPTION MINIMUM TRENCH WIDTH MUST ALLOW ROOM FOR PROPER COMPACTION OF HAUNCH MATERIALS UNDER THE PIPE. THE SUGGESTED MINIMUM TRENCH WIDTH, OR EOR RECOMMENDATION: PIPE :S 12": D + 16" PIPE> 12": 1.5D + 12" MINIMUM EMBANKMENT WIDTH {IN FEET) FOR INITIAL FILL ENVELOPE: PIPE < 24": 3.0D PIPE 24" -144": D + 4'0" PIPE> 144": D + 10'0" PRIOR TO PLACING THE BEDDING, THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED DURING EXCAVATION, THEY SHALL BE REMOVED AND FOUNDATION BROUGHT BACK TO GRADE WITH A FILL MATERIAL APPROVED BY THE ENGINEER OF RECORD. ENGINEER OF RECORD TO DETERMINE IF BEDDING IS REQUIRED. PIPE MAY BE PLACED ON THE TRENCH BOTTOM OF A RELATIVELY LOOSE, NATIVE SUITABLE WELL GRADED GRANULAR MATERIAL THAT IS ROUGHLY SHAPED TO FIT THE BOTTOM OF THE PIPE, 2" MIN DEPTH. THE BEDDING MATERIAL MAY BE SUITABLE OPEN GRADED GRANULAR BEDDING CONFORMING TO MSHTO SOIL CLASSIFICATIONS A 1, A2, OR A3 WITH MAXIMUM PARTICLE SIZE OF 3" PER MSHTO 26.3.8.1 CORRUGATED METAL PIPE HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION WITHOUT SOFT SPOTS. BACKFILL SHALL BE PLACED IN 8" +/- FREE-DRAINING, ANGULAR, NATURALLY LOOSE LIFTS AND COMPACTED TO 90% STANDARD PROCTOR PERMSHTO T 99. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO LIFT (16") DIFFERENTIAL BETWEEN ~CCURRING WASHED-STONE PER AASHTO ANY OF THE PIPES AT ANY TIME DURING THE BACKFILL PROCESS. THE BACKFILL SHOULD BE ADVANCED ALONG THE LENGTH OF THE SYSTEM TO AVOID DIFFERENTIAL LOADING. WHERE M 43: 3, 357, 4, 467, 5, 56, 57 OR CONVENTIONAL COMPACTION TESTING IS NOT PRACTICAL, THE MATERIAL SHALL BE MECHANICALLY COMPACTED UNTIL NO FURTHER YIELDING OF MATERIAL IS OBSERVED UNDER THE APPROVED EQUAL* COMPACTOR. **IN UP lrO MIN. COVER -AASHTO M 145:A-1,A-2,A-3 ABOVE MIN. COVER -PER ENGINEER OF RECORD AREAS WITH HIGH WATER TABLE FLUCTUATIONS THAT INTERACT WITH THE PIPE ZONE, CONSIDER INSTALLING A GEOTEXTILE SEPARATION LAYER TO PREVENT SOIL MIGRATION. COVER MATERIAL MAY INCLUDE NON-BITUMINOUS, GRANULAR ROADBASE MATERIAL WITHIN MIN COVER LIMITS 7 · RIGID OR FLEXIBLE PAVEMENT (IF PER ENGINEER OF RECORD FLEXIBLE PAVEMENT SHOULD NOT BE COUNTED AS PART OF THE FILL HEIGHT OVER THE CMP. FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONS PER THE ENGINEER OF RECORD. APPLICABLE) A OPTIONAL SIDE GEOTEXTILE NONE GEOTEXTILE LAYER IS RECOMMENDED ON SIDES OF EXCAVATION TO PREVENT SOIL MIGRATION. B GEOTEXTILE BETWEEN LAYERS NONE IF SOIL TYPES DIFFER AT ANY POINT ABOVE PIPE INVERT, A GEOTEXTILE LAYER IS RECOMMENDED TO BE PLACED BETWEEN THE LAYERS TO PREVENT SOIL MIGRATION. NOTES: • FOR MULTIPLE BARREL INSTALLATIONS, THE RECOMMENDED STANDARD SPACING BETWEEN PARALLEL PIPE RUNS SHALL BE THE PIPE DIAMETER /2 BUT NO LESS THAN 12" FOR DIAMETERS <72". FOR 72" AND LARGER DIAMETERS, THE MINIMUM SPACING IS 36". CONTACT YOUR CONTECH REPRESENTATIVE FOR NONSTANDARD SPACING. APPROVED REGIONAL EQUIVALENTS FOR SECTION 5 INCLUDE CA-7, MIDOT 6M, 6A, OR 5G, PROVIDED THEY MEET THE PARTICLE SIZES INDICATED. MANUFACTURER RECOMMENDED BACKFILL NOTTO SCALE The design and informationshownonthisdrawingisprovided PROJECT No.: SEQ. No.: DATE: as a service to the project owner, engineer and contractor by A~l~ .. IT~AU® C ~1~NTECH® DY052663 Diversified Pacific Communities, Walnut Ave, Fontana Contech Engineered Solutions LLC ("Contech"). Neither this 36789 52663 12/18/2024 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-6 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: to Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. TEMPORARY COVER FOR CONSTRUCTION LOADS HEIGHT FINISHED GRADE OF - COVER 011 11::1 IIL!r 1 -:ll~--I f SCOPE CONSTRUCTION LOADS FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRAAMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER THE TOP OF THE PIPE. THE HEIGHT-OF-COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. PIPE SPAN, AXLE LOADS (kips) INCHES 18-50 I 50-75 I 75-110 1 110-150 MINIMUM COVER (FT) 12-42 2.0 2.5 3.0 3.0 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 *MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. CONSTRUCTION LOADING DIAGRAM SCALE: N.T.S. SPECIFICATION FOR DESIGNED DETENTION SYSTEM: PIPE ----------A------------- ACCESS CASTING TO BE co GASKET MATERIAL SUFFICIENT TO PREVENT SLAB FROM BEARING ON - RISER TO BE PROVIDED BY CONTRACTOR. #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. t OPENING IN PROTECTION SLAB FOR CASTING " " " PROVIDED AND INSTALLED BY CONTRACTOR. SECTION VIEW -0A N ...J ...J <( 0.: -~ [fl ~o a,_- <( en C9 #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. 2"COVER (TYP) t THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF THE DESIGNED DETENTION SYSTEM DETAILED IN THE PROJECT PLANS. THE PIPE SHALL BE MANUFACTURED IN ACCORDANCE TO THE APPLICABLE REQUIREMENTS LISTED BELOW: OPENING IN PROTECTION SLAB FOR CASTING MATERIAL THE MATERIAL SHALL CONFORM TO THE APPLICABLE REQUIREMENTS LISTED BELOW: ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-274 OR ASTM A-92. THE GALVANIZED STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-218 ORASTM A-929. THE POLYMER COATED STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-246 ORASTM A-742. ALUMINIZED TYPE 2: AASHTO M-36 ORASTM A-760 GALVANIZED: AASHTO M-36 OR ASTM A-760 ARR!llG'.MllllECOATED: AASHTO M-245 ORASTM A-762 ALUMINUM: AASHTO M-196 ORASTM B-745 APPLICABLE HANDLING AND ASSEMBLY INTERRUPTED BAR REPLACEMENT, SEE NOTE6. STANDARD REINFORCING, SEE TABLE ROUND OPTION PLAN VIEW NOTES: STANDARD REINFORCING, SEE TABLE REINFORCING TABLE 0CMP **BEARING RISER A 0B REINFORCING PRESSURE (PSF) 24" 04• 26" #5@12"0CEW 2,410 4'X4' #5@12"0CEW 1,780 30" 04'-6" 32" #5@12"0CEW 2,120 4'-6" X 4'-6" #5@12"0CEW 1,530 36" 05' 5' 38" #5@10"0CEW 1,890 X5' #5@10"0CEW 1,350 42" 0 5'-6" 5'-6" 44" #5@10"0CEW 1,720 X5'-6" #5@9"0CEW 1,210 48" 06' 6' 50" #5@9"0CEW 1,600 X6' #5@8"0CEW 1,100 ** ASSUMED SOIL BEARING CAPACITY ----------A---------- SQUARE OPTION PLAN VIEW t <( INTERRUPTED BAR REPLACEMENT, SEE NOTE 6. SHALL BE IN ACCORDANCE WITH NCSP'S (NATIONAL CORRUGATED STEEL Afff!el£ASSE>CIATION) FORALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL. SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS FOR ALUMINUM PIPE. 1. DESIGN INACCORDANCEWITHAASHTO, 17th EDITION. 7. TRIM OPENING WITH DIAGONAL#4 BARS, EXTEND BARS A MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED TO MAINTAIN BAR COVER. THE ALUMINUM COILS SHALL CONFORM TO THE APPLICABLE OF AASHTO M-197 ORASTM B-744. CONSTRUCTION LOADS CONSTRUCTION LOADS MAY BE HIGHER THAN FINAL LOADS. FOLLOW THE MANUFACTURER'S OR NCSPA GUIDELINES. NOTE: THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by REQUIREMENTS INSTALLATION SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II DIVISION II ORASTM A-798 (FOR ALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL) ORASTM B-788 (FOR ALUMINUM PIPE)AND IN CONFORMANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE SITE ENGINEER. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. 2. DESIGN LOAD HS25. 3. EARTH COVER = 1' MAX. 4. CONCRETE STRENGTH = 3,500 psi 5. REINFORCING STEEL= ASTM A615, GRADE 60. 6. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE SAME PLANE. 8. PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND INSTALLED BY CONTRACTOR. 9. DETAIL DESIGN BY DELTA ENGINEERING, BINGHAMTON, NY. MANHOLE CAP DETAIL SCALE: N.T.S. PROJECT No.: SEQ. No.: DATE: Conlech Engineered Solutions LLC ("Contech"). Neither this C ~1~NTECH® A~l~ .. IT~AU® DYO52663 Diversified Pacific Communities, Walnut Ave, Fontana 36789 52663 12/18/2024 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-6 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: lo Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. CMP DETENTION INSTALLATION GUIDE PROPER INSTALLATION OF A FLEXIBLE UNDERGROUND DETENTION SYSTEM WILL ENSURE LONG-TERM PERFORMANCE. THE CONFIGURATION OF THESE SYSTEMS OFTEN REQUIRES SPECIAL CONSTRUCTION PRACTICES THAT DIFFER FROM CONVENTIONAL FLEXIBLE PIPE CONSTRUCTION. CONTECH ENGINEERED SOLUTIONS STRONGLY SUGGESTS SCHEDULING A PRE-CONSTRUCTION MEETING WITH YOUR LOCAL SALES ENGINEER TO DETERMINE IF ADDITIONAL MEASURES, NOT COVERED IN THIS GUIDE, ARE APPROPRIATE FOR YOUR SITE. FOUNDATION CONSTRUCT A FOUNDATION THAT CAN SUPPORT THE DESIGN LOADING APPLIED BY THE PIPE AND ADJACENT BACKFILL WEIGHT AS WELL AS MAINTAIN ITS INTEGRITY DURING CONSTRUCTION. IF SOFT OR UNSUITABLE SOILS ARE ENCOUNTERED, REMOVE THE POOR DOWN TO A SUITABLE DEPTH AND THEN BUILD UP TO THE APPROPRIATE ELEVATION WITH A COMPETENT BACKFILL MATERIAL. THE STRUCTURAL FILL MATERIAL GRADATION SHOULD NOT ALLOW THE MIGRATION OF FINES, WHICH CAN CAUSE SETTLEMENT OF THE DETENTION SYSTEM OR PAVEMENT ABOVE. IF THE STRUCTURAL FILL MATERIAL IS NOT COMPATIBLE WITH THE UNDERLYING SOILS AN ENGINEERING FABRIC SHOULD BE USED ASA SEPARATOR. IN SOME CASES, USING A STIFF REINFORCING GEOGRID REDUCES OVER EXCAVATION AND REPLACEMENT FILL QUANTITIES. GEOGRID USED TO REDUCE BACKFILL - THE AMOUNT OF UNDERCUT GEOGRID BEDDING -COVER GEOGRID WASN'T USED EMBANKMENT UNDERCUT AND REPLACE UNSUITABLE SOILS GRADE THE FOUNDATION SUBGRADE TO A UNIFORM OR SLIGHTLY SLOPING GRADE. IF THE SUBGRADE IS CLAY OR RELATIVELY NON-POROUS AND THE CONSTRUCTION SEQUENCE WILL LAST FOR AN EXTENDED PERIOD OF TIME, IT IS BEST TO SLOPE THE GRADE TO ONE END OF THE SYSTEM. THIS WILL ALLOW EXCESS WATER TO DRAIN QUICKLY, PREVENTING SATURATION OF THE SUBGRADE. GEOMEMBRANE BARRIER IN-SITU TRENCH WALL IF EXCAVATION IS REQUIRED, THE TRENCH WALL NEEDS TO BE CAPABLE OF SUPPORTING THE LOAD THAT THE PIPE SHEDS AS THE SYSTEM IS LOADED. IF SOILS ARE NOT CAPABLE OF SUPPORTING THESE LOADS, THE PIPE CAN DEFLECT. PERFORM A SIMPLE SOIL PRESSURE CHECK USING THE APPLIED LOADS TO DETERMINE THE LIMITS OF EXCAVATION BEYOND THE SPRING LINE OF THE OUTER MOST PIPES. IN MOST CASES THE REQUIREMENTS FORA SAFE WORK ENVIRONMENT AND PROPER BACKFILL PLACEMENT AND COMPACTION TAKE CARE OF THIS CONCERN. BACKFILL -WELL GRADED -!• GRANULAR AND SMALLER GRANULAR AND SMALLER- BACKFILL PLACEMENT MATERIAL SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL-SLICING, RODDING, AIR TAMPER, VIBRATORY ROD, OR OTHER EFFECTIVE METHODS. MAXIMUM UNBALANCE LIMITED TO 2 LIFTS (APPROX. 16") IF MSHTO T99 PROCEDURES ARE DETERMINED INFEASIBLE BY THE GEOTECHNICAL ENGINEER OF RECORD, COMPACTION IS CONSIDERED ADEQUATE WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR, OR UNDER FOOT, AND THE GEOTECHNICAL ENGINEER OF RECORD (OR REPRESENTATIVE THEREOF) IS SATISFIED WITH THE LEVEL OF COMPACTION. THE RESISTIVITY OF A PROJECT SITE MAY CHANGE OVER TIME DUE TO THE USE FOR LARGE SYSTEMS, CONVEYOR SYSTEMS, BACKHOES WITH LONG OF VARIOUS SALTING, DE-ICING, AND AGRICULTURAL AGENTS APPLIED ON OR REACHES OR DRAGLINES WITH STONE BUCKETS MAY BE USED TO PLACE BACKFILL. ONCE MINIMUM COVER FOR CONSTRUCTION LOADING ACROSS NEAR THE AREA. TO MITIGATE THE POTENTIAL IMPACT OF THESE AGENTS, AN THE ENTIRE WIDTH OF THE SYSTEM IS REACHED, ADVANCE THE EQUIPMENT HOPE MEMBRANE LINER WILL BE INSTALLED ON THE CROWN OF EACH PIPE, TO THE END OF THE RECENTLY PLACED FILL, AND BEGIN THE SEQUENCE CREATING AN IMPERMEABLE BARRIER. THIS MEASURE IS DESIGNED TO AGAIN UNTIL THE SYSTEM IS COMPLETELY BACKFILLED. THIS TYPE OF PROTECT THE SYSTEM FROM ENVIRONMENTAL CHANGES THAT COULD LEAD TO CONSTRUCTION SEQUENCE PROVIDES ROOM FOR STOCKPILED BACKFILL DIRECTLY BEHIND THE BACKHOE, AS WELL AS THE MOVEMENT OF PREMATURE CORROSION AND REDUCE THE OVERALL SERVICE LIFE. CONSTRUCTION TRAFFIC. MATERIAL STOCKPILES ON TOP OF THE The design and informationshownonthisdrawingisprovided BACKFILLED DETENTION SYSTEM SHOULD BE LIMITED TO 8-TO 10-FEET HIGH AND MUST PROVIDE BALANCED LOADING ACROSS ALL BARRELS. TO DETERMINE THE PROPER COVER OVER THE PIPES TO ALLOW THE MOVEMENT OF CONSTRUCTION EQUIPMENT SEE TABLE 1, OR CONTACT YOUR LOCAL CONTECH SALES ENGINEER. TYPICAL BACKFILL SEQUENCE EMBANKMENT WHEN FLOWABLE FILL IS USED, YOU MUST PREVENT PIPE FLOATATION. TYPICALLY, SMALL LIFTS ARE PLACED BETWEEN THE PIPES AND THEN ALLOWED TO SET-UP PRIOR TO THE PLACEMENT OF THE NEXT LIFT. THE ALLOWABLE THICKNESS OF THE CLSM LIFT IS A FUNCTION OF A PROPER BALANCE BETWEEN THE UPLIFT FORCE OF THE CLSM, THE OPPOSING WEIGHT OF THE PIPE, AND THE EFFECT OF OTHER RESTRAINING MEASURES. THE PIPE CAN CARRY LIMITED FLUID PRESSURE WITHOUT PIPE DISTORTION OR DISPLACEMENT, WHICH ALSO AFFECTS THE CLSM LIFT THICKNESS. YOUR LOCAL CONTECH SALES ENGINEER CAN HELP DETERMINE THE PROPER LIFT THICKNESS. STAGE POURS AS REQUIRED TO EMBANKMENT WEIGHTED PIPE WITH MOBILE -CONCRETE BARRIERS (OR OTHER REMOVABLE WEIGHTS) CONSTRUCTION LOADING TYPICALLY, THE MINIMUM COVER SPECIFIED FORA PROJECT ASSUMES H-20 LIVE LOAD. BECAUSE CONSTRUCTION LOADS OFTEN EXCEED DESIGN LIVE LOADS, INCREASED TEMPORARY MINIMUM COVER REQUIREMENTS ARE NECESSARY. SINCE CONSTRUCTION EQUIPMENT VARIES FROM JOB TO JOB, IT IS BEST TO ADDRESS EQUIPMENT SPECIFIC MINIMUM COVER REQUIREMENTS WITH YOUR LOCAL CONTECH SALES ENGINEER DURING YOUR PRE-CONSTRUCTION MEETING. ADDITIONAL CONSIDERATIONS BECAUSE MOST SYSTEMS ARE CONSTRUCTED BELOW-GRADE, RAINFALL CAN RAPIDLY FILL THE EXCAVATION; POTENTIALLY CAUSING FLOATATION AND MOVEMENT OF THE PREVIOUSLY PLACED PIPES. TO HELP MITIGATE POTENTIAL PROBLEMS, IT IS BEST TO START THE INSTALLATION AT THE DOWNSTREAM END WITH THE OUTLET ALREADY CONSTRUCTED TO ALLOW A ROUTE FOR THE WATER TO ESCAPE. TEMPORARY DIVERSION MEASURES MAY BE REQUIRED FOR HIGH FLOWS DUE TO THE RESTRICTED NATURE OF THE OUTLET PIPE. CATCH BASIN - INLET WATER PAVED PARKING LOT OUTLET CONTROL CMP DETENTION SYSTEM INSPECTION AND MAINTENANCE UNDERGROUND STORMWATER DETENTION AND INFILTRATION SYSTEMS MUST BE INSPECTED AND MAINTAINED AT REGULAR INTERVALS FOR PURPOSES OF PERFORMANCE AND LONGEVITY. INSPECTION INSPECTION IS THE KEY TO EFFECTIVE MAINTENANCE OF CMP DETENTION SYSTEMS AND IS EASILY PERFORMED. CONTECH RECOMMENDS ONGOING, ANNUAL INSPECTIONS. SITES WITH HIGH TRASH LOAD OR SMALL OUTLET CONTROL ORIFICES MAY NEED MORE FREQUENT INSPECTIONS. THE RATE AT WHICH THE SYSTEM COLLECTS POLLUTANTS WILL DEPEND MORE ON SITE SPECIFIC ACTIVITIES RATHER THAN THE SIZE OR CONFIGURATION OF THE SYSTEM. INSPECTIONS SHOULD BE PERFORMED MORE OFTEN IN EQUIPMENT WASHDOWN AREAS, IN CLIMATES WHERE SANDING AND/OR SALTING OPERATIONS TAKE PLACE, AND IN OTHER VARIOUS INSTANCES IN WHICH ONE WOULD EXPECT HIGHER ACCUMULATIONS OF SEDIMENT OR ABRASIVE/ CORROSIVE CONDITIONS. A RECORD OF EACH INSPECTION IS TO BE MAINTAINED FOR THE LIFE OF THE SYSTEM MAINTENANCE CMP DETENTION SYSTEMS SHOULD BE CLEANED WHEN AN INSPECTION REVEALS ACCUMULATED SEDIMENT OR TRASH IS CLOGGING THE DISCHARGE ORIFICE. ACCUMULATED SEDIMENT AND TRASH CAN TYPICALLY BE EVACUATED THROUGH THE MANHOLE OVER THE OUTLET ORIFICE. IF MAINTENANCE IS NOT PERFORMED AS RECOMMENDED, SEDIMENT AND TRASH MAY ACCUMULATE IN FRONT OF THE OUTLET ORIFICE. MANHOLE COVERS SHOULD BE SECURELY SEATED FOLLOWING CLEANING ACTIVITIES. CONTECH SUGGESTS THAT ALL SYSTEMS BE DESIGNED WITH AN ACCESS/INSPECTION MANHOLE SITUATED AT OR NEAR THE INLET AND THE OUTLET ORIFICE. SHOULD IT BE NECESSARY TO GET INSIDE THE SYSTEM TO PERFORM MAINTENANCE ACTIVITIES, ALL APPROPRIATE PRECAUTIONS REGARDING CONFINED SPACE ENTRY AND OSHA REGULATIONS SHOULD BE FOLLOWED. ANNUAL INSPECTIONS ARE BEST PRACTICE FOR ALL UNDERGROUND SYSTEMS. DURING THIS INSPECTION, IF EVIDENCE OF SALTING/DE-ICING AGENTS IS OBSERVED WITHIN THE SYSTEM, IT IS BEST PRACTICE FOR THE SYSTEM TO BE RINSED, INCLUDING ABOVE THE SPRING LINE SOON AFTER THE SPRING THAW AS PART OF THE MAINTENANCE PROGRAM FOR THE SYSTEM. MAINTAINING AN UNDERGROUND DETENTION OR INFILTRATION SYSTEM IS EASIEST WHEN THERE IS NO FLOW ENTERING THE SYSTEM. FOR THIS REASON, IT IS A GOOD IDEA TO SCHEDULE THE CLEANOUT DURING DRY WEATHER. THE FOREGOING INSPECTION AND MAINTENANCE EFFORTS HELP ENSURE UNDERGROUND PIPE SYSTEMS USED FOR STORMWATER STORAGE CONTINUE TO FUNCTION AS INTENDED BY IDENTIFYING RECOMMENDED REGULAR INSPECTION AND MAINTENANCE PRACTICES. INSPECTION AND MAINTENANCE RELATED TO THE STRUCTURAL INTEGRITY OF THE PIPE OR THE SOUNDNESS OF PIPE JOINT CONNECTIONS IS BEYOND THE SCOPE OF THIS GUIDE. PROJECT No.: SEQ. No.: DATE: as a service to the project owner, engineer and contractor by C ~1~NTECH® A~l~ .. IT~AU® DY052663 Diversified Pacific Communities, Walnut Ave, Fontana Conlech Engineered Solutions LLC ("Contech"). Neither this 36789 52663 12/18/2024 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-6 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: lo Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 •APPROX. LINEAR FOOTAGE= 123 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED = 3,870 CF • PIPE STORAGE VOLUME= 2,415 CF • BACKFILL STORAGE VOLUME= 1,309 CF • TOTAL STORAGE PROVIDED= 3,724 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 60" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223"" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. 9 LO C ~1~NTECH® ~i,- ENGINEERED SOLUTIONS LLC www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX REVISION DESCRIPTION BY A~l~ .. IT~AU® ~~~ri i ~"'" CMP DETENTION SYSTEMS CONTECH I DYODS DRAWING 123'-0" ASSEMBLY SCALE: 1" = 20' DYO52663 Diversified Pacific Communities, Walnut Ave, CMPs lnf/Ret System Fontana, CA DETENTION SYSTEM PROJECT No.: SEQ. No.: DATE: Fontana 36789 52663 1/24/2025 DESIGNED: DRAWN: DYO DYO CHECKED: APPROVED: DYO DYO SHEET NO.: 1 2 3 4 5· 6 7 TABLE 1: MIN. CORR. DIAMETER, D COVER PROFILE 6"-10" 12" 1 1/2" X 1/4" ci IUJ~ I->~ 12"-48" 12" 2 2/3" X 1/2" a.ow ~(.)al >48"-96" 12" 3"x 1", 5"x 1" a::~~ UJ~ llJ >a:: llJ >96" D/8 3"x 1", 5"x 1" 8 gen • STRUCTURAL BACKFILL MUST EXTEND TO LIMITS OF THE TABLE • TOTAL HEIGHT OF COMPACTED COVER FOR CONVENTIONAL HIGHWAY LOADS IS MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT 6 A B 5 A 3 2 /',,'' '/',, /, /,//, /"" "/>, '>~7/ \ //~( v(--1 .. :/ /::::/'I • ?//~,i ,. ~. "'• t~~'< ..• \?, / //, I "' /''r / ~/~ '~,' ,,, I>, / ' ~ HDPE LINER I/~ ~"v(--/ TRENCH 1 FILL ENVELOPE EMBANKMENT MINIMUM WIDTH DEPENDS ON SITE CONDITIONS AND ENGINEERING JUDGEMENT INSTALLATION NOTES 1. WHEN PLACING THE FIRST LIFTS OF BACKFILL IT IS IMPORTANT TO MAKE SURE THAT THE BACKFILL IS PROPERLY COMPACTED UNDER AND AROUND THE PIPE HAUNCHES. 2. OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC CONDITIONS, AS APPROVED BY SITE ENGINEER. 3. AN HDPE MEMBRANE LINER WILL BE PLACED ON THE CROWN OF EACH PIPE TO PROVIDE AN IMPERMEABLE BARRIER AGAINST ENVIRONMENTAL CHANGES THAT MAY ADVERSELY AFFECT THE SYSTEM OVER TIME. PLEASE REFER TO THE CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL TECHNICAL DETAILS. TABLE 2: PERFORATED STANDARD MATERIAL LOCATION FILL ENVELOPE WIDTH FOUNDATION BEDDING BACKFILL COVER MATERIAL MATERIAL SPECIFICATION PER ENGINEER OF RECORD AASHTO 26.5.2 -PER ENGINEER OF RECORD AASHTO M 43: 3, 357, 4, 467, 5, 56, 57 CMP RETENTION STANDARD BACKFILL SPECIFICATIONS DESCRIPTION MINIMUM TRENCH WIDTH MUST ALLOW ROOM FOR PROPER COMPACTION OF HAUNCH MATERIALS UNDER THE PIPE. THE SUGGESTED MINIMUM TRENCH WIDTH, OR EOR RECOMMENDATION: PIPE :S 12": D + 16" PIPE> 12": 1.5D + 12" MINIMUM EMBANKMENT WIDTH {IN FEET) FOR INITIAL FILL ENVELOPE: PIPE < 24": 3.0D PIPE 24" -144": D + 4'0" PIPE> 144": D + 10'0" PRIOR TO PLACING THE BEDDING, THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED DURING EXCAVATION, THEY SHALL BE REMOVED AND FOUNDATION BROUGHT BACK TO GRADE WITH A FILL MATERIAL APPROVED BY THE ENGINEER OF RECORD. ENGINEER OF RECORD TO DETERMINE IF BEDDING IS REQUIRED. PIPE MAY BE PLACED ON THE TRENCH BOTTOM OF A RELATIVELY LOOSE, NATIVE SUITABLE WELL GRADED GRANULAR MATERIAL THAT IS ROUGHLY SHAPED TO FIT THE BOTTOM OF THE PIPE, 2" MIN DEPTH. THE BEDDING MATERIAL MAY BE SUITABLE OPEN GRADED GRANULAR BEDDING CONFORMING TO MSHTO SOIL CLASSIFICATIONS A 1, A2, OR A3 WITH MAXIMUM PARTICLE SIZE OF 3" PER MSHTO 26.3.8.1 CORRUGATED METAL PIPE HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION WITHOUT SOFT SPOTS. BACKFILL SHALL BE PLACED IN 8" +/- FREE-DRAINING, ANGULAR, NATURALLY LOOSE LIFTS AND COMPACTED TO 90% STANDARD PROCTOR PERMSHTO T 99. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO LIFT (16") DIFFERENTIAL BETWEEN ~CCURRING WASHED-STONE PER AASHTO ANY OF THE PIPES AT ANY TIME DURING THE BACKFILL PROCESS. THE BACKFILL SHOULD BE ADVANCED ALONG THE LENGTH OF THE SYSTEM TO AVOID DIFFERENTIAL LOADING. WHERE M 43: 3, 357, 4, 467, 5, 56, 57 OR CONVENTIONAL COMPACTION TESTING IS NOT PRACTICAL, THE MATERIAL SHALL BE MECHANICALLY COMPACTED UNTIL NO FURTHER YIELDING OF MATERIAL IS OBSERVED UNDER THE APPROVED EQUAL* COMPACTOR. **IN UP lrO MIN. COVER -AASHTO M 145:A-1,A-2,A-3 ABOVE MIN. COVER -PER ENGINEER OF RECORD AREAS WITH HIGH WATER TABLE FLUCTUATIONS THAT INTERACT WITH THE PIPE ZONE, CONSIDER INSTALLING A GEOTEXTILE SEPARATION LAYER TO PREVENT SOIL MIGRATION. COVER MATERIAL MAY INCLUDE NON-BITUMINOUS, GRANULAR ROADBASE MATERIAL WITHIN MIN COVER LIMITS 7 · RIGID OR FLEXIBLE PAVEMENT (IF PER ENGINEER OF RECORD FLEXIBLE PAVEMENT SHOULD NOT BE COUNTED AS PART OF THE FILL HEIGHT OVER THE CMP. FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONS PER THE ENGINEER OF RECORD. APPLICABLE) A OPTIONAL SIDE GEOTEXTILE NONE GEOTEXTILE LAYER IS RECOMMENDED ON SIDES OF EXCAVATION TO PREVENT SOIL MIGRATION. B GEOTEXTILE BETWEEN LAYERS NONE IF SOIL TYPES DIFFER AT ANY POINT ABOVE PIPE INVERT, A GEOTEXTILE LAYER IS RECOMMENDED TO BE PLACED BETWEEN THE LAYERS TO PREVENT SOIL MIGRATION. NOTES: • FOR MULTIPLE BARREL INSTALLATIONS, THE RECOMMENDED STANDARD SPACING BETWEEN PARALLEL PIPE RUNS SHALL BE THE PIPE DIAMETER /2 BUT NO LESS THAN 12" FOR DIAMETERS <72". FOR 72" AND LARGER DIAMETERS, THE MINIMUM SPACING IS 36". CONTACT YOUR CONTECH REPRESENTATIVE FOR NONSTANDARD SPACING. APPROVED REGIONAL EQUIVALENTS FOR SECTION 5 INCLUDE CA-7, MIDOT 6M, 6A, OR 5G, PROVIDED THEY MEET THE PARTICLE SIZES INDICATED. MANUFACTURER RECOMMENDED BACKFILL NOTTO SCALE The design and informationshownonthisdrawingisprovided PROJECT No.: SEQ. No.: DATE: as a service to the project owner, engineer and contractor by A~l~ .. IT~AU® C ~1~NTECH® DY052663 Diversified Pacific Communities, Walnut Ave, Fontana Contech Engineered Solutions LLC ("Contech"). Neither this 36789 52663 1/24/2025 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMPs lnf/Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: to Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. TEMPORARY COVER FOR CONSTRUCTION LOADS HEIGHT FINISHED GRADE OF - COVER 011 11::1 IIL!r 1 -:ll~--I f SCOPE CONSTRUCTION LOADS FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRAAMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER THE TOP OF THE PIPE. THE HEIGHT-OF-COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. PIPE SPAN, AXLE LOADS (kips) INCHES 18-50 I 50-75 I 75-110 1 110-150 MINIMUM COVER (FT) 12-42 2.0 2.5 3.0 3.0 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 *MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. CONSTRUCTION LOADING DIAGRAM SCALE: N.T.S. SPECIFICATION FOR DESIGNED DETENTION SYSTEM: PIPE ----------A------------- ACCESS CASTING TO BE co GASKET MATERIAL SUFFICIENT TO PREVENT SLAB FROM BEARING ON - RISER TO BE PROVIDED BY CONTRACTOR. #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. t OPENING IN PROTECTION SLAB FOR CASTING " " " PROVIDED AND INSTALLED BY CONTRACTOR. SECTION VIEW -0A N ...J ...J <( 0.: -~ [fl ~o a,_- <( en C9 #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. 2"COVER (TYP) t THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF THE DESIGNED DETENTION SYSTEM DETAILED IN THE PROJECT PLANS. THE PIPE SHALL BE MANUFACTURED IN ACCORDANCE TO THE APPLICABLE REQUIREMENTS LISTED BELOW: OPENING IN PROTECTION SLAB FOR CASTING MATERIAL THE MATERIAL SHALL CONFORM TO THE APPLICABLE REQUIREMENTS LISTED BELOW: ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-274 OR ASTM A-92. THE GALVANIZED STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-218 ORASTM A-929. THE POLYMER COATED STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-246 ORASTM A-742. ALUMINIZED TYPE 2: AASHTO M-36 ORASTM A-760 GALVANIZED: AASHTO M-36 OR ASTM A-760 ARR!llG'.MllllECOATED: AASHTO M-245 ORASTM A-762 ALUMINUM: AASHTO M-196 ORASTM B-745 APPLICABLE HANDLING AND ASSEMBLY INTERRUPTED BAR REPLACEMENT, SEE NOTE6. STANDARD REINFORCING, SEE TABLE ROUND OPTION PLAN VIEW NOTES: STANDARD REINFORCING, SEE TABLE REINFORCING TABLE 0CMP **BEARING RISER A 0B REINFORCING PRESSURE (PSF) 24" 04• 26" #5@12"0CEW 2,410 4'X4' #5@12"0CEW 1,780 30" 04'-6" 32" #5@12"0CEW 2,120 4'-6" X 4'-6" #5@12"0CEW 1,530 36" 05' 5' 38" #5@10"0CEW 1,890 X5' #5@10"0CEW 1,350 42" 0 5'-6" 5'-6" 44" #5@10"0CEW 1,720 X5'-6" #5@9"0CEW 1,210 48" 06' 6' 50" #5@9"0CEW 1,600 X6' #5@8"0CEW 1,100 ** ASSUMED SOIL BEARING CAPACITY ----------A---------- SQUARE OPTION PLAN VIEW t <( INTERRUPTED BAR REPLACEMENT, SEE NOTE 6. SHALL BE IN ACCORDANCE WITH NCSP'S (NATIONAL CORRUGATED STEEL Afff!el£ASSE>CIATION) FORALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL. SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS FOR ALUMINUM PIPE. 1. DESIGN INACCORDANCEWITHAASHTO, 17th EDITION. 7. TRIM OPENING WITH DIAGONAL#4 BARS, EXTEND BARS A MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED TO MAINTAIN BAR COVER. THE ALUMINUM COILS SHALL CONFORM TO THE APPLICABLE OF AASHTO M-197 ORASTM B-744. CONSTRUCTION LOADS CONSTRUCTION LOADS MAY BE HIGHER THAN FINAL LOADS. FOLLOW THE MANUFACTURER'S OR NCSPA GUIDELINES. NOTE: THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by REQUIREMENTS INSTALLATION SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II DIVISION II ORASTM A-798 (FOR ALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL) ORASTM B-788 (FOR ALUMINUM PIPE)AND IN CONFORMANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE SITE ENGINEER. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. 2. DESIGN LOAD HS25. 3. EARTH COVER = 1' MAX. 4. CONCRETE STRENGTH = 3,500 psi 5. REINFORCING STEEL= ASTM A615, GRADE 60. 6. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE SAME PLANE. 8. PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND INSTALLED BY CONTRACTOR. 9. DETAIL DESIGN BY DELTA ENGINEERING, BINGHAMTON, NY. MANHOLE CAP DETAIL SCALE: N.T.S. PROJECT No.: SEQ. No.: DATE: Conlech Engineered Solutions LLC ("Contech"). Neither this C ~1~NTECH® A~l~ .. IT~AU® DYO52663 Diversified Pacific Communities, Walnut Ave, Fontana 36789 52663 1/24/2025 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMPs lnf/Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: lo Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. CMP DETENTION INSTALLATION GUIDE PROPER INSTALLATION OF A FLEXIBLE UNDERGROUND DETENTION SYSTEM WILL ENSURE LONG-TERM PERFORMANCE. THE CONFIGURATION OF THESE SYSTEMS OFTEN REQUIRES SPECIAL CONSTRUCTION PRACTICES THAT DIFFER FROM CONVENTIONAL FLEXIBLE PIPE CONSTRUCTION. CONTECH ENGINEERED SOLUTIONS STRONGLY SUGGESTS SCHEDULING A PRE-CONSTRUCTION MEETING WITH YOUR LOCAL SALES ENGINEER TO DETERMINE IF ADDITIONAL MEASURES, NOT COVERED IN THIS GUIDE, ARE APPROPRIATE FOR YOUR SITE. FOUNDATION CONSTRUCT A FOUNDATION THAT CAN SUPPORT THE DESIGN LOADING APPLIED BY THE PIPE AND ADJACENT BACKFILL WEIGHT AS WELL AS MAINTAIN ITS INTEGRITY DURING CONSTRUCTION. IF SOFT OR UNSUITABLE SOILS ARE ENCOUNTERED, REMOVE THE POOR DOWN TO A SUITABLE DEPTH AND THEN BUILD UP TO THE APPROPRIATE ELEVATION WITH A COMPETENT BACKFILL MATERIAL. THE STRUCTURAL FILL MATERIAL GRADATION SHOULD NOT ALLOW THE MIGRATION OF FINES, WHICH CAN CAUSE SETTLEMENT OF THE DETENTION SYSTEM OR PAVEMENT ABOVE. IF THE STRUCTURAL FILL MATERIAL IS NOT COMPATIBLE WITH THE UNDERLYING SOILS AN ENGINEERING FABRIC SHOULD BE USED ASA SEPARATOR. IN SOME CASES, USING A STIFF REINFORCING GEOGRID REDUCES OVER EXCAVATION AND REPLACEMENT FILL QUANTITIES. GEOGRID USED TO REDUCE BACKFILL - THE AMOUNT OF UNDERCUT GEOGRID BEDDING -COVER GEOGRID WASN'T USED EMBANKMENT UNDERCUT AND REPLACE UNSUITABLE SOILS GRADE THE FOUNDATION SUBGRADE TO A UNIFORM OR SLIGHTLY SLOPING GRADE. IF THE SUBGRADE IS CLAY OR RELATIVELY NON-POROUS AND THE CONSTRUCTION SEQUENCE WILL LAST FOR AN EXTENDED PERIOD OF TIME, IT IS BEST TO SLOPE THE GRADE TO ONE END OF THE SYSTEM. THIS WILL ALLOW EXCESS WATER TO DRAIN QUICKLY, PREVENTING SATURATION OF THE SUBGRADE. GEOMEMBRANE BARRIER IN-SITU TRENCH WALL IF EXCAVATION IS REQUIRED, THE TRENCH WALL NEEDS TO BE CAPABLE OF SUPPORTING THE LOAD THAT THE PIPE SHEDS AS THE SYSTEM IS LOADED. IF SOILS ARE NOT CAPABLE OF SUPPORTING THESE LOADS, THE PIPE CAN DEFLECT. PERFORM A SIMPLE SOIL PRESSURE CHECK USING THE APPLIED LOADS TO DETERMINE THE LIMITS OF EXCAVATION BEYOND THE SPRING LINE OF THE OUTER MOST PIPES. IN MOST CASES THE REQUIREMENTS FORA SAFE WORK ENVIRONMENT AND PROPER BACKFILL PLACEMENT AND COMPACTION TAKE CARE OF THIS CONCERN. BACKFILL -WELL GRADED -!• GRANULAR AND SMALLER GRANULAR AND SMALLER- BACKFILL PLACEMENT MATERIAL SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL-SLICING, RODDING, AIR TAMPER, VIBRATORY ROD, OR OTHER EFFECTIVE METHODS. MAXIMUM UNBALANCE LIMITED TO 2 LIFTS (APPROX. 16") IF MSHTO T99 PROCEDURES ARE DETERMINED INFEASIBLE BY THE GEOTECHNICAL ENGINEER OF RECORD, COMPACTION IS CONSIDERED ADEQUATE WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR, OR UNDER FOOT, AND THE GEOTECHNICAL ENGINEER OF RECORD (OR REPRESENTATIVE THEREOF) IS SATISFIED WITH THE LEVEL OF COMPACTION. THE RESISTIVITY OF A PROJECT SITE MAY CHANGE OVER TIME DUE TO THE USE FOR LARGE SYSTEMS, CONVEYOR SYSTEMS, BACKHOES WITH LONG OF VARIOUS SALTING, DE-ICING, AND AGRICULTURAL AGENTS APPLIED ON OR REACHES OR DRAGLINES WITH STONE BUCKETS MAY BE USED TO PLACE BACKFILL. ONCE MINIMUM COVER FOR CONSTRUCTION LOADING ACROSS NEAR THE AREA. TO MITIGATE THE POTENTIAL IMPACT OF THESE AGENTS, AN THE ENTIRE WIDTH OF THE SYSTEM IS REACHED, ADVANCE THE EQUIPMENT HOPE MEMBRANE LINER WILL BE INSTALLED ON THE CROWN OF EACH PIPE, TO THE END OF THE RECENTLY PLACED FILL, AND BEGIN THE SEQUENCE CREATING AN IMPERMEABLE BARRIER. THIS MEASURE IS DESIGNED TO AGAIN UNTIL THE SYSTEM IS COMPLETELY BACKFILLED. THIS TYPE OF PROTECT THE SYSTEM FROM ENVIRONMENTAL CHANGES THAT COULD LEAD TO CONSTRUCTION SEQUENCE PROVIDES ROOM FOR STOCKPILED BACKFILL DIRECTLY BEHIND THE BACKHOE, AS WELL AS THE MOVEMENT OF PREMATURE CORROSION AND REDUCE THE OVERALL SERVICE LIFE. CONSTRUCTION TRAFFIC. MATERIAL STOCKPILES ON TOP OF THE The design and informationshownonthisdrawingisprovided BACKFILLED DETENTION SYSTEM SHOULD BE LIMITED TO 8-TO 10-FEET HIGH AND MUST PROVIDE BALANCED LOADING ACROSS ALL BARRELS. TO DETERMINE THE PROPER COVER OVER THE PIPES TO ALLOW THE MOVEMENT OF CONSTRUCTION EQUIPMENT SEE TABLE 1, OR CONTACT YOUR LOCAL CONTECH SALES ENGINEER. TYPICAL BACKFILL SEQUENCE EMBANKMENT WHEN FLOWABLE FILL IS USED, YOU MUST PREVENT PIPE FLOATATION. TYPICALLY, SMALL LIFTS ARE PLACED BETWEEN THE PIPES AND THEN ALLOWED TO SET-UP PRIOR TO THE PLACEMENT OF THE NEXT LIFT. THE ALLOWABLE THICKNESS OF THE CLSM LIFT IS A FUNCTION OF A PROPER BALANCE BETWEEN THE UPLIFT FORCE OF THE CLSM, THE OPPOSING WEIGHT OF THE PIPE, AND THE EFFECT OF OTHER RESTRAINING MEASURES. THE PIPE CAN CARRY LIMITED FLUID PRESSURE WITHOUT PIPE DISTORTION OR DISPLACEMENT, WHICH ALSO AFFECTS THE CLSM LIFT THICKNESS. YOUR LOCAL CONTECH SALES ENGINEER CAN HELP DETERMINE THE PROPER LIFT THICKNESS. STAGE POURS AS REQUIRED TO EMBANKMENT WEIGHTED PIPE WITH MOBILE -CONCRETE BARRIERS (OR OTHER REMOVABLE WEIGHTS) CONSTRUCTION LOADING TYPICALLY, THE MINIMUM COVER SPECIFIED FORA PROJECT ASSUMES H-20 LIVE LOAD. BECAUSE CONSTRUCTION LOADS OFTEN EXCEED DESIGN LIVE LOADS, INCREASED TEMPORARY MINIMUM COVER REQUIREMENTS ARE NECESSARY. SINCE CONSTRUCTION EQUIPMENT VARIES FROM JOB TO JOB, IT IS BEST TO ADDRESS EQUIPMENT SPECIFIC MINIMUM COVER REQUIREMENTS WITH YOUR LOCAL CONTECH SALES ENGINEER DURING YOUR PRE-CONSTRUCTION MEETING. ADDITIONAL CONSIDERATIONS BECAUSE MOST SYSTEMS ARE CONSTRUCTED BELOW-GRADE, RAINFALL CAN RAPIDLY FILL THE EXCAVATION; POTENTIALLY CAUSING FLOATATION AND MOVEMENT OF THE PREVIOUSLY PLACED PIPES. TO HELP MITIGATE POTENTIAL PROBLEMS, IT IS BEST TO START THE INSTALLATION AT THE DOWNSTREAM END WITH THE OUTLET ALREADY CONSTRUCTED TO ALLOW A ROUTE FOR THE WATER TO ESCAPE. TEMPORARY DIVERSION MEASURES MAY BE REQUIRED FOR HIGH FLOWS DUE TO THE RESTRICTED NATURE OF THE OUTLET PIPE. CATCH BASIN - INLET WATER PAVED PARKING LOT OUTLET CONTROL CMP DETENTION SYSTEM INSPECTION AND MAINTENANCE UNDERGROUND STORMWATER DETENTION AND INFILTRATION SYSTEMS MUST BE INSPECTED AND MAINTAINED AT REGULAR INTERVALS FOR PURPOSES OF PERFORMANCE AND LONGEVITY. INSPECTION INSPECTION IS THE KEY TO EFFECTIVE MAINTENANCE OF CMP DETENTION SYSTEMS AND IS EASILY PERFORMED. CONTECH RECOMMENDS ONGOING, ANNUAL INSPECTIONS. SITES WITH HIGH TRASH LOAD OR SMALL OUTLET CONTROL ORIFICES MAY NEED MORE FREQUENT INSPECTIONS. THE RATE AT WHICH THE SYSTEM COLLECTS POLLUTANTS WILL DEPEND MORE ON SITE SPECIFIC ACTIVITIES RATHER THAN THE SIZE OR CONFIGURATION OF THE SYSTEM. INSPECTIONS SHOULD BE PERFORMED MORE OFTEN IN EQUIPMENT WASHDOWN AREAS, IN CLIMATES WHERE SANDING AND/OR SALTING OPERATIONS TAKE PLACE, AND IN OTHER VARIOUS INSTANCES IN WHICH ONE WOULD EXPECT HIGHER ACCUMULATIONS OF SEDIMENT OR ABRASIVE/ CORROSIVE CONDITIONS. A RECORD OF EACH INSPECTION IS TO BE MAINTAINED FOR THE LIFE OF THE SYSTEM MAINTENANCE CMP DETENTION SYSTEMS SHOULD BE CLEANED WHEN AN INSPECTION REVEALS ACCUMULATED SEDIMENT OR TRASH IS CLOGGING THE DISCHARGE ORIFICE. ACCUMULATED SEDIMENT AND TRASH CAN TYPICALLY BE EVACUATED THROUGH THE MANHOLE OVER THE OUTLET ORIFICE. IF MAINTENANCE IS NOT PERFORMED AS RECOMMENDED, SEDIMENT AND TRASH MAY ACCUMULATE IN FRONT OF THE OUTLET ORIFICE. MANHOLE COVERS SHOULD BE SECURELY SEATED FOLLOWING CLEANING ACTIVITIES. CONTECH SUGGESTS THAT ALL SYSTEMS BE DESIGNED WITH AN ACCESS/INSPECTION MANHOLE SITUATED AT OR NEAR THE INLET AND THE OUTLET ORIFICE. SHOULD IT BE NECESSARY TO GET INSIDE THE SYSTEM TO PERFORM MAINTENANCE ACTIVITIES, ALL APPROPRIATE PRECAUTIONS REGARDING CONFINED SPACE ENTRY AND OSHA REGULATIONS SHOULD BE FOLLOWED. ANNUAL INSPECTIONS ARE BEST PRACTICE FOR ALL UNDERGROUND SYSTEMS. DURING THIS INSPECTION, IF EVIDENCE OF SALTING/DE-ICING AGENTS IS OBSERVED WITHIN THE SYSTEM, IT IS BEST PRACTICE FOR THE SYSTEM TO BE RINSED, INCLUDING ABOVE THE SPRING LINE SOON AFTER THE SPRING THAW AS PART OF THE MAINTENANCE PROGRAM FOR THE SYSTEM. MAINTAINING AN UNDERGROUND DETENTION OR INFILTRATION SYSTEM IS EASIEST WHEN THERE IS NO FLOW ENTERING THE SYSTEM. FOR THIS REASON, IT IS A GOOD IDEA TO SCHEDULE THE CLEANOUT DURING DRY WEATHER. THE FOREGOING INSPECTION AND MAINTENANCE EFFORTS HELP ENSURE UNDERGROUND PIPE SYSTEMS USED FOR STORMWATER STORAGE CONTINUE TO FUNCTION AS INTENDED BY IDENTIFYING RECOMMENDED REGULAR INSPECTION AND MAINTENANCE PRACTICES. INSPECTION AND MAINTENANCE RELATED TO THE STRUCTURAL INTEGRITY OF THE PIPE OR THE SOUNDNESS OF PIPE JOINT CONNECTIONS IS BEYOND THE SCOPE OF THIS GUIDE. PROJECT No.: SEQ. No.: DATE: as a service to the project owner, engineer and contractor by C ~1~NTECH® A~l~ .. IT~AU® DY052663 Diversified Pacific Communities, Walnut Ave, Fontana Conlech Engineered Solutions LLC ("Contech"). Neither this 36789 52663 1/24/2025 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMPs lnf/Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: to Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 • APPROX. LINEAR FOOTAGE = 528 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED = 45,000 CF • PIPE STORAGE VOLUME= 25,573 CF • BACKFILL STORAGE VOLUME= 9,835 CF • TOTAL STORAGE PROVIDED= 35,408 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 96" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. REVISION DESCRIPTION BY ~---------------------130'-0"---------------------~ ~ co C') C ~1~NTECH® ~i,- ENGINEERED SOLUTIONS LLC www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX A~l~ .. IT~AU® ~~~ri i ~"'" CMP DETENTION SYSTEMS CONTECH I DYODS DRAWING ASSEMBLY SCALE: 1" = 20' DYO52663 Diversified Pacific Communities, Walnut Ave, CMP-5 Inf /Ret System Fontana, CA DETENTION SYSTEM PROJECT No.: SEQ. No.: DATE: Fontana 36789 52663 1/15/2025 DESIGNED: DRAWN: DYO DYO CHECKED: APPROVED: DYO DYO SHEET NO.: 1 2 3 4 5· 6 7 TABLE 1: MIN. CORR. DIAMETER, D COVER PROFILE 6"-10" 12" 1 1/2" X 1/4" ci IUJ~ I->~ 12"-48" 12" 2 2/3" X 1/2" a.ow ~(.)al >48"-96" 12" 3"x 1", 5"x 1" a::~~ UJ~ llJ >a:: llJ >96" D/8 3"x 1", 5"x 1" 8 gen • STRUCTURAL BACKFILL MUST EXTEND TO LIMITS OF THE TABLE • TOTAL HEIGHT OF COMPACTED COVER FOR CONVENTIONAL HIGHWAY LOADS IS MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT 6 A B 5 A 3 2 /',,'' '/',, /, /,//, /"" "/>, '>~7/ \ //~( v(--1 .. :/ /::::/'I • ?//~,i ,. ~. "'• t~~'< ..• \?, / //, I "' /''r / ~/~ '~,' ,,, I>, / ' ~ HDPE LINER I/~ ~"v(--/ TRENCH 1 FILL ENVELOPE EMBANKMENT MINIMUM WIDTH DEPENDS ON SITE CONDITIONS AND ENGINEERING JUDGEMENT INSTALLATION NOTES 1. WHEN PLACING THE FIRST LIFTS OF BACKFILL IT IS IMPORTANT TO MAKE SURE THAT THE BACKFILL IS PROPERLY COMPACTED UNDER AND AROUND THE PIPE HAUNCHES. 2. OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC CONDITIONS, AS APPROVED BY SITE ENGINEER. 3. AN HDPE MEMBRANE LINER WILL BE PLACED ON THE CROWN OF EACH PIPE TO PROVIDE AN IMPERMEABLE BARRIER AGAINST ENVIRONMENTAL CHANGES THAT MAY ADVERSELY AFFECT THE SYSTEM OVER TIME. PLEASE REFER TO THE CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL TECHNICAL DETAILS. TABLE 2: PERFORATED STANDARD MATERIAL LOCATION FILL ENVELOPE WIDTH FOUNDATION BEDDING BACKFILL COVER MATERIAL MATERIAL SPECIFICATION PER ENGINEER OF RECORD AASHTO 26.5.2 -PER ENGINEER OF RECORD AASHTO M 43: 3, 357, 4, 467, 5, 56, 57 CMP RETENTION STANDARD BACKFILL SPECIFICATIONS DESCRIPTION MINIMUM TRENCH WIDTH MUST ALLOW ROOM FOR PROPER COMPACTION OF HAUNCH MATERIALS UNDER THE PIPE. THE SUGGESTED MINIMUM TRENCH WIDTH, OR EOR RECOMMENDATION: PIPE :S 12": D + 16" PIPE> 12": 1.5D + 12" MINIMUM EMBANKMENT WIDTH {IN FEET) FOR INITIAL FILL ENVELOPE: PIPE < 24": 3.0D PIPE 24" -144": D + 4'0" PIPE> 144": D + 10'0" PRIOR TO PLACING THE BEDDING, THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED DURING EXCAVATION, THEY SHALL BE REMOVED AND FOUNDATION BROUGHT BACK TO GRADE WITH A FILL MATERIAL APPROVED BY THE ENGINEER OF RECORD. ENGINEER OF RECORD TO DETERMINE IF BEDDING IS REQUIRED. PIPE MAY BE PLACED ON THE TRENCH BOTTOM OF A RELATIVELY LOOSE, NATIVE SUITABLE WELL GRADED GRANULAR MATERIAL THAT IS ROUGHLY SHAPED TO FIT THE BOTTOM OF THE PIPE, 2" MIN DEPTH. THE BEDDING MATERIAL MAY BE SUITABLE OPEN GRADED GRANULAR BEDDING CONFORMING TO MSHTO SOIL CLASSIFICATIONS A 1, A2, OR A3 WITH MAXIMUM PARTICLE SIZE OF 3" PER MSHTO 26.3.8.1 CORRUGATED METAL PIPE HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION WITHOUT SOFT SPOTS. BACKFILL SHALL BE PLACED IN 8" +/- FREE-DRAINING, ANGULAR, NATURALLY LOOSE LIFTS AND COMPACTED TO 90% STANDARD PROCTOR PERMSHTO T 99. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO LIFT (16") DIFFERENTIAL BETWEEN ~CCURRING WASHED-STONE PER AASHTO ANY OF THE PIPES AT ANY TIME DURING THE BACKFILL PROCESS. THE BACKFILL SHOULD BE ADVANCED ALONG THE LENGTH OF THE SYSTEM TO AVOID DIFFERENTIAL LOADING. WHERE M 43: 3, 357, 4, 467, 5, 56, 57 OR CONVENTIONAL COMPACTION TESTING IS NOT PRACTICAL, THE MATERIAL SHALL BE MECHANICALLY COMPACTED UNTIL NO FURTHER YIELDING OF MATERIAL IS OBSERVED UNDER THE APPROVED EQUAL* COMPACTOR. **IN UP lrO MIN. COVER -AASHTO M 145:A-1,A-2,A-3 ABOVE MIN. COVER -PER ENGINEER OF RECORD AREAS WITH HIGH WATER TABLE FLUCTUATIONS THAT INTERACT WITH THE PIPE ZONE, CONSIDER INSTALLING A GEOTEXTILE SEPARATION LAYER TO PREVENT SOIL MIGRATION. COVER MATERIAL MAY INCLUDE NON-BITUMINOUS, GRANULAR ROADBASE MATERIAL WITHIN MIN COVER LIMITS 7 · RIGID OR FLEXIBLE PAVEMENT (IF PER ENGINEER OF RECORD FLEXIBLE PAVEMENT SHOULD NOT BE COUNTED AS PART OF THE FILL HEIGHT OVER THE CMP. FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONS PER THE ENGINEER OF RECORD. APPLICABLE) A OPTIONAL SIDE GEOTEXTILE NONE GEOTEXTILE LAYER IS RECOMMENDED ON SIDES OF EXCAVATION TO PREVENT SOIL MIGRATION. B GEOTEXTILE BETWEEN LAYERS NONE IF SOIL TYPES DIFFER AT ANY POINT ABOVE PIPE INVERT, A GEOTEXTILE LAYER IS RECOMMENDED TO BE PLACED BETWEEN THE LAYERS TO PREVENT SOIL MIGRATION. NOTES: • FOR MULTIPLE BARREL INSTALLATIONS, THE RECOMMENDED STANDARD SPACING BETWEEN PARALLEL PIPE RUNS SHALL BE THE PIPE DIAMETER /2 BUT NO LESS THAN 12" FOR DIAMETERS <72". FOR 72" AND LARGER DIAMETERS, THE MINIMUM SPACING IS 36". CONTACT YOUR CONTECH REPRESENTATIVE FOR NONSTANDARD SPACING. APPROVED REGIONAL EQUIVALENTS FOR SECTION 5 INCLUDE CA-7, MIDOT 6M, 6A, OR 5G, PROVIDED THEY MEET THE PARTICLE SIZES INDICATED. MANUFACTURER RECOMMENDED BACKFILL NOTTO SCALE The design and informationshownonthisdrawingisprovided PROJECT No.: SEQ. No.: DATE: as a service to the project owner, engineer and contractor by A~l~ .. IT~AU® C ~1~NTECH® DY052663 Diversified Pacific Communities, Walnut Ave, Fontana Contech Engineered Solutions LLC ("Contech"). Neither this 36789 52663 1/15/2025 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-5 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: to Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. TEMPORARY COVER FOR CONSTRUCTION LOADS HEIGHT FINISHED GRADE OF - COVER 011 11::1 IIL!r 1 -:ll~--I f SCOPE CONSTRUCTION LOADS FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRAAMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER THE TOP OF THE PIPE. THE HEIGHT-OF-COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. PIPE SPAN, AXLE LOADS (kips) INCHES 18-50 I 50-75 I 75-110 1 110-150 MINIMUM COVER (FT) 12-42 2.0 2.5 3.0 3.0 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 *MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. CONSTRUCTION LOADING DIAGRAM SCALE: N.T.S. SPECIFICATION FOR DESIGNED DETENTION SYSTEM: PIPE ----------A------------- ACCESS CASTING TO BE co GASKET MATERIAL SUFFICIENT TO PREVENT SLAB FROM BEARING ON - RISER TO BE PROVIDED BY CONTRACTOR. #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. t OPENING IN PROTECTION SLAB FOR CASTING " " " PROVIDED AND INSTALLED BY CONTRACTOR. SECTION VIEW -0A N ...J ...J <( 0.: -~ [fl ~o a,_- <( en C9 #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. 2"COVER (TYP) t THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF THE DESIGNED DETENTION SYSTEM DETAILED IN THE PROJECT PLANS. THE PIPE SHALL BE MANUFACTURED IN ACCORDANCE TO THE APPLICABLE REQUIREMENTS LISTED BELOW: OPENING IN PROTECTION SLAB FOR CASTING MATERIAL THE MATERIAL SHALL CONFORM TO THE APPLICABLE REQUIREMENTS LISTED BELOW: ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-274 OR ASTM A-92. THE GALVANIZED STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-218 ORASTM A-929. THE POLYMER COATED STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-246 ORASTM A-742. ALUMINIZED TYPE 2: AASHTO M-36 ORASTM A-760 GALVANIZED: AASHTO M-36 OR ASTM A-760 ARR!llG'.MllllECOATED: AASHTO M-245 ORASTM A-762 ALUMINUM: AASHTO M-196 ORASTM B-745 APPLICABLE HANDLING AND ASSEMBLY INTERRUPTED BAR REPLACEMENT, SEE NOTE6. STANDARD REINFORCING, SEE TABLE ROUND OPTION PLAN VIEW NOTES: STANDARD REINFORCING, SEE TABLE REINFORCING TABLE 0CMP **BEARING RISER A 0B REINFORCING PRESSURE (PSF) 24" 04• 26" #5@12"0CEW 2,410 4'X4' #5@12"0CEW 1,780 30" 04'-6" 32" #5@12"0CEW 2,120 4'-6" X 4'-6" #5@12"0CEW 1,530 36" 05' 5' 38" #5@10"0CEW 1,890 X5' #5@10"0CEW 1,350 42" 0 5'-6" 5'-6" 44" #5@10"0CEW 1,720 X5'-6" #5@9"0CEW 1,210 48" 06' 6' 50" #5@9"0CEW 1,600 X6' #5@8"0CEW 1,100 ** ASSUMED SOIL BEARING CAPACITY ----------A---------- SQUARE OPTION PLAN VIEW t <( INTERRUPTED BAR REPLACEMENT, SEE NOTE 6. SHALL BE IN ACCORDANCE WITH NCSP'S (NATIONAL CORRUGATED STEEL Afff!el£ASSE>CIATION) FORALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL. SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS FOR ALUMINUM PIPE. 1. DESIGN INACCORDANCEWITHAASHTO, 17th EDITION. 7. TRIM OPENING WITH DIAGONAL#4 BARS, EXTEND BARS A MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED TO MAINTAIN BAR COVER. THE ALUMINUM COILS SHALL CONFORM TO THE APPLICABLE OF AASHTO M-197 ORASTM B-744. CONSTRUCTION LOADS CONSTRUCTION LOADS MAY BE HIGHER THAN FINAL LOADS. FOLLOW THE MANUFACTURER'S OR NCSPA GUIDELINES. NOTE: THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by REQUIREMENTS INSTALLATION SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II DIVISION II ORASTM A-798 (FOR ALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL) ORASTM B-788 (FOR ALUMINUM PIPE)AND IN CONFORMANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE SITE ENGINEER. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. 2. DESIGN LOAD HS25. 3. EARTH COVER = 1' MAX. 4. CONCRETE STRENGTH = 3,500 psi 5. REINFORCING STEEL= ASTM A615, GRADE 60. 6. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE SAME PLANE. 8. PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND INSTALLED BY CONTRACTOR. 9. DETAIL DESIGN BY DELTA ENGINEERING, BINGHAMTON, NY. MANHOLE CAP DETAIL SCALE: N.T.S. PROJECT No.: SEQ. No.: DATE: Conlech Engineered Solutions LLC ("Contech"). Neither this C ~1~NTECH® A~l~ .. IT~AU® DYO52663 Diversified Pacific Communities, Walnut Ave, Fontana 36789 52663 1/15/2025 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-5 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: lo Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. CMP DETENTION INSTALLATION GUIDE PROPER INSTALLATION OF A FLEXIBLE UNDERGROUND DETENTION SYSTEM WILL ENSURE LONG-TERM PERFORMANCE. THE CONFIGURATION OF THESE SYSTEMS OFTEN REQUIRES SPECIAL CONSTRUCTION PRACTICES THAT DIFFER FROM CONVENTIONAL FLEXIBLE PIPE CONSTRUCTION. CONTECH ENGINEERED SOLUTIONS STRONGLY SUGGESTS SCHEDULING A PRE-CONSTRUCTION MEETING WITH YOUR LOCAL SALES ENGINEER TO DETERMINE IF ADDITIONAL MEASURES, NOT COVERED IN THIS GUIDE, ARE APPROPRIATE FOR YOUR SITE. FOUNDATION CONSTRUCT A FOUNDATION THAT CAN SUPPORT THE DESIGN LOADING APPLIED BY THE PIPE AND ADJACENT BACKFILL WEIGHT AS WELL AS MAINTAIN ITS INTEGRITY DURING CONSTRUCTION. IF SOFT OR UNSUITABLE SOILS ARE ENCOUNTERED, REMOVE THE POOR DOWN TO A SUITABLE DEPTH AND THEN BUILD UP TO THE APPROPRIATE ELEVATION WITH A COMPETENT BACKFILL MATERIAL. THE STRUCTURAL FILL MATERIAL GRADATION SHOULD NOT ALLOW THE MIGRATION OF FINES, WHICH CAN CAUSE SETTLEMENT OF THE DETENTION SYSTEM OR PAVEMENT ABOVE. IF THE STRUCTURAL FILL MATERIAL IS NOT COMPATIBLE WITH THE UNDERLYING SOILS AN ENGINEERING FABRIC SHOULD BE USED ASA SEPARATOR. IN SOME CASES, USING A STIFF REINFORCING GEOGRID REDUCES OVER EXCAVATION AND REPLACEMENT FILL QUANTITIES. GEOGRID USED TO REDUCE BACKFILL - THE AMOUNT OF UNDERCUT GEOGRID BEDDING -COVER GEOGRID WASN'T USED EMBANKMENT UNDERCUT AND REPLACE UNSUITABLE SOILS GRADE THE FOUNDATION SUBGRADE TO A UNIFORM OR SLIGHTLY SLOPING GRADE. IF THE SUBGRADE IS CLAY OR RELATIVELY NON-POROUS AND THE CONSTRUCTION SEQUENCE WILL LAST FOR AN EXTENDED PERIOD OF TIME, IT IS BEST TO SLOPE THE GRADE TO ONE END OF THE SYSTEM. THIS WILL ALLOW EXCESS WATER TO DRAIN QUICKLY, PREVENTING SATURATION OF THE SUBGRADE. GEOMEMBRANE BARRIER IN-SITU TRENCH WALL IF EXCAVATION IS REQUIRED, THE TRENCH WALL NEEDS TO BE CAPABLE OF SUPPORTING THE LOAD THAT THE PIPE SHEDS AS THE SYSTEM IS LOADED. IF SOILS ARE NOT CAPABLE OF SUPPORTING THESE LOADS, THE PIPE CAN DEFLECT. PERFORM A SIMPLE SOIL PRESSURE CHECK USING THE APPLIED LOADS TO DETERMINE THE LIMITS OF EXCAVATION BEYOND THE SPRING LINE OF THE OUTER MOST PIPES. IN MOST CASES THE REQUIREMENTS FORA SAFE WORK ENVIRONMENT AND PROPER BACKFILL PLACEMENT AND COMPACTION TAKE CARE OF THIS CONCERN. BACKFILL -WELL GRADED -!• GRANULAR AND SMALLER GRANULAR AND SMALLER- BACKFILL PLACEMENT MATERIAL SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL-SLICING, RODDING, AIR TAMPER, VIBRATORY ROD, OR OTHER EFFECTIVE METHODS. MAXIMUM UNBALANCE LIMITED TO 2 LIFTS (APPROX. 16") IF MSHTO T99 PROCEDURES ARE DETERMINED INFEASIBLE BY THE GEOTECHNICAL ENGINEER OF RECORD, COMPACTION IS CONSIDERED ADEQUATE WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR, OR UNDER FOOT, AND THE GEOTECHNICAL ENGINEER OF RECORD (OR REPRESENTATIVE THEREOF) IS SATISFIED WITH THE LEVEL OF COMPACTION. THE RESISTIVITY OF A PROJECT SITE MAY CHANGE OVER TIME DUE TO THE USE FOR LARGE SYSTEMS, CONVEYOR SYSTEMS, BACKHOES WITH LONG OF VARIOUS SALTING, DE-ICING, AND AGRICULTURAL AGENTS APPLIED ON OR REACHES OR DRAGLINES WITH STONE BUCKETS MAY BE USED TO PLACE BACKFILL. ONCE MINIMUM COVER FOR CONSTRUCTION LOADING ACROSS NEAR THE AREA. TO MITIGATE THE POTENTIAL IMPACT OF THESE AGENTS, AN THE ENTIRE WIDTH OF THE SYSTEM IS REACHED, ADVANCE THE EQUIPMENT HOPE MEMBRANE LINER WILL BE INSTALLED ON THE CROWN OF EACH PIPE, TO THE END OF THE RECENTLY PLACED FILL, AND BEGIN THE SEQUENCE CREATING AN IMPERMEABLE BARRIER. THIS MEASURE IS DESIGNED TO AGAIN UNTIL THE SYSTEM IS COMPLETELY BACKFILLED. THIS TYPE OF PROTECT THE SYSTEM FROM ENVIRONMENTAL CHANGES THAT COULD LEAD TO CONSTRUCTION SEQUENCE PROVIDES ROOM FOR STOCKPILED BACKFILL DIRECTLY BEHIND THE BACKHOE, AS WELL AS THE MOVEMENT OF PREMATURE CORROSION AND REDUCE THE OVERALL SERVICE LIFE. CONSTRUCTION TRAFFIC. MATERIAL STOCKPILES ON TOP OF THE The design and informationshownonthisdrawingisprovided BACKFILLED DETENTION SYSTEM SHOULD BE LIMITED TO 8-TO 10-FEET HIGH AND MUST PROVIDE BALANCED LOADING ACROSS ALL BARRELS. TO DETERMINE THE PROPER COVER OVER THE PIPES TO ALLOW THE MOVEMENT OF CONSTRUCTION EQUIPMENT SEE TABLE 1, OR CONTACT YOUR LOCAL CONTECH SALES ENGINEER. TYPICAL BACKFILL SEQUENCE EMBANKMENT WHEN FLOWABLE FILL IS USED, YOU MUST PREVENT PIPE FLOATATION. TYPICALLY, SMALL LIFTS ARE PLACED BETWEEN THE PIPES AND THEN ALLOWED TO SET-UP PRIOR TO THE PLACEMENT OF THE NEXT LIFT. THE ALLOWABLE THICKNESS OF THE CLSM LIFT IS A FUNCTION OF A PROPER BALANCE BETWEEN THE UPLIFT FORCE OF THE CLSM, THE OPPOSING WEIGHT OF THE PIPE, AND THE EFFECT OF OTHER RESTRAINING MEASURES. THE PIPE CAN CARRY LIMITED FLUID PRESSURE WITHOUT PIPE DISTORTION OR DISPLACEMENT, WHICH ALSO AFFECTS THE CLSM LIFT THICKNESS. YOUR LOCAL CONTECH SALES ENGINEER CAN HELP DETERMINE THE PROPER LIFT THICKNESS. STAGE POURS AS REQUIRED TO EMBANKMENT WEIGHTED PIPE WITH MOBILE -CONCRETE BARRIERS (OR OTHER REMOVABLE WEIGHTS) CONSTRUCTION LOADING TYPICALLY, THE MINIMUM COVER SPECIFIED FORA PROJECT ASSUMES H-20 LIVE LOAD. BECAUSE CONSTRUCTION LOADS OFTEN EXCEED DESIGN LIVE LOADS, INCREASED TEMPORARY MINIMUM COVER REQUIREMENTS ARE NECESSARY. SINCE CONSTRUCTION EQUIPMENT VARIES FROM JOB TO JOB, IT IS BEST TO ADDRESS EQUIPMENT SPECIFIC MINIMUM COVER REQUIREMENTS WITH YOUR LOCAL CONTECH SALES ENGINEER DURING YOUR PRE-CONSTRUCTION MEETING. ADDITIONAL CONSIDERATIONS BECAUSE MOST SYSTEMS ARE CONSTRUCTED BELOW-GRADE, RAINFALL CAN RAPIDLY FILL THE EXCAVATION; POTENTIALLY CAUSING FLOATATION AND MOVEMENT OF THE PREVIOUSLY PLACED PIPES. TO HELP MITIGATE POTENTIAL PROBLEMS, IT IS BEST TO START THE INSTALLATION AT THE DOWNSTREAM END WITH THE OUTLET ALREADY CONSTRUCTED TO ALLOW A ROUTE FOR THE WATER TO ESCAPE. TEMPORARY DIVERSION MEASURES MAY BE REQUIRED FOR HIGH FLOWS DUE TO THE RESTRICTED NATURE OF THE OUTLET PIPE. CATCH BASIN - INLET WATER PAVED PARKING LOT OUTLET CONTROL CMP DETENTION SYSTEM INSPECTION AND MAINTENANCE UNDERGROUND STORMWATER DETENTION AND INFILTRATION SYSTEMS MUST BE INSPECTED AND MAINTAINED AT REGULAR INTERVALS FOR PURPOSES OF PERFORMANCE AND LONGEVITY. INSPECTION INSPECTION IS THE KEY TO EFFECTIVE MAINTENANCE OF CMP DETENTION SYSTEMS AND IS EASILY PERFORMED. CONTECH RECOMMENDS ONGOING, ANNUAL INSPECTIONS. SITES WITH HIGH TRASH LOAD OR SMALL OUTLET CONTROL ORIFICES MAY NEED MORE FREQUENT INSPECTIONS. THE RATE AT WHICH THE SYSTEM COLLECTS POLLUTANTS WILL DEPEND MORE ON SITE SPECIFIC ACTIVITIES RATHER THAN THE SIZE OR CONFIGURATION OF THE SYSTEM. INSPECTIONS SHOULD BE PERFORMED MORE OFTEN IN EQUIPMENT WASHDOWN AREAS, IN CLIMATES WHERE SANDING AND/OR SALTING OPERATIONS TAKE PLACE, AND IN OTHER VARIOUS INSTANCES IN WHICH ONE WOULD EXPECT HIGHER ACCUMULATIONS OF SEDIMENT OR ABRASIVE/ CORROSIVE CONDITIONS. A RECORD OF EACH INSPECTION IS TO BE MAINTAINED FOR THE LIFE OF THE SYSTEM MAINTENANCE CMP DETENTION SYSTEMS SHOULD BE CLEANED WHEN AN INSPECTION REVEALS ACCUMULATED SEDIMENT OR TRASH IS CLOGGING THE DISCHARGE ORIFICE. ACCUMULATED SEDIMENT AND TRASH CAN TYPICALLY BE EVACUATED THROUGH THE MANHOLE OVER THE OUTLET ORIFICE. IF MAINTENANCE IS NOT PERFORMED AS RECOMMENDED, SEDIMENT AND TRASH MAY ACCUMULATE IN FRONT OF THE OUTLET ORIFICE. MANHOLE COVERS SHOULD BE SECURELY SEATED FOLLOWING CLEANING ACTIVITIES. CONTECH SUGGESTS THAT ALL SYSTEMS BE DESIGNED WITH AN ACCESS/INSPECTION MANHOLE SITUATED AT OR NEAR THE INLET AND THE OUTLET ORIFICE. SHOULD IT BE NECESSARY TO GET INSIDE THE SYSTEM TO PERFORM MAINTENANCE ACTIVITIES, ALL APPROPRIATE PRECAUTIONS REGARDING CONFINED SPACE ENTRY AND OSHA REGULATIONS SHOULD BE FOLLOWED. ANNUAL INSPECTIONS ARE BEST PRACTICE FOR ALL UNDERGROUND SYSTEMS. DURING THIS INSPECTION, IF EVIDENCE OF SALTING/DE-ICING AGENTS IS OBSERVED WITHIN THE SYSTEM, IT IS BEST PRACTICE FOR THE SYSTEM TO BE RINSED, INCLUDING ABOVE THE SPRING LINE SOON AFTER THE SPRING THAW AS PART OF THE MAINTENANCE PROGRAM FOR THE SYSTEM. MAINTAINING AN UNDERGROUND DETENTION OR INFILTRATION SYSTEM IS EASIEST WHEN THERE IS NO FLOW ENTERING THE SYSTEM. FOR THIS REASON, IT IS A GOOD IDEA TO SCHEDULE THE CLEANOUT DURING DRY WEATHER. THE FOREGOING INSPECTION AND MAINTENANCE EFFORTS HELP ENSURE UNDERGROUND PIPE SYSTEMS USED FOR STORMWATER STORAGE CONTINUE TO FUNCTION AS INTENDED BY IDENTIFYING RECOMMENDED REGULAR INSPECTION AND MAINTENANCE PRACTICES. INSPECTION AND MAINTENANCE RELATED TO THE STRUCTURAL INTEGRITY OF THE PIPE OR THE SOUNDNESS OF PIPE JOINT CONNECTIONS IS BEYOND THE SCOPE OF THIS GUIDE. PROJECT No.: SEQ. No.: DATE: as a service to the project owner, engineer and contractor by C ~1~NTECH® A~l~ .. IT~AU® DY052663 Diversified Pacific Communities, Walnut Ave, Fontana Conlech Engineered Solutions LLC ("Contech"). Neither this 36789 52663 1/15/2025 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-5 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: to Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 • APPROX. LINEAR FOOTAGE= 521 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED = 45,000 CF • PIPE STORAGE VOLUME= 25,485 CF • BACKFILL STORAGE VOLUME= 9,642 CF • TOTAL STORAGE PROVIDED= 35,127 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 96" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. r-7 I 9 ( /] I 00 N -- _l__ _] I C ~1~NTECH® ~i,- ENGINEERED SOLUTIONS LLC www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX REVISION DESCRIPTION BY I I I A~l~ .. IT~AU® ~~~ri i ~"'" CMP DETENTION SYSTEMS CONTECH I DYODS DRAWING 172'-0" I I I ASSEMBLY SCALE: 1" = 20' I I I I I I I I I DYO52663 Diversified Pacific Communities, Walnut Ave, CMP-6 Inf /Ret System Fontana, CA DETENTION SYSTEM PROJECT No.: SEQ. No.: DATE: Fontana 36789 52663 1/15/2025 DESIGNED: DRAWN: DYO DYO CHECKED: APPROVED: DYO DYO SHEET NO.: 1 2 3 4 5· 6 7 TABLE 1: MIN. CORR. DIAMETER, D COVER PROFILE 6"-10" 12" 1 1/2" X 1/4" ci IUJ~ I->~ 12"-48" 12" 2 2/3" X 1/2" a.ow ~(.)al >48"-96" 12" 3"x 1", 5"x 1" a::~~ UJ~ llJ >a:: llJ >96" D/8 3"x 1", 5"x 1" 8 gen • STRUCTURAL BACKFILL MUST EXTEND TO LIMITS OF THE TABLE • TOTAL HEIGHT OF COMPACTED COVER FOR CONVENTIONAL HIGHWAY LOADS IS MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT 6 A B 5 A 3 2 /',,'' '/',, /, /,//, /"" "/>, '>~7/ \ //~( v(--1 .. :/ /::::/'I • ?//~,i ,. ~. "'• t~~'< ..• \?, / //, I "' /''r / ~/~ '~,' ,,, I>, / ' ~ HDPE LINER I/~ ~"v(--/ TRENCH 1 FILL ENVELOPE EMBANKMENT MINIMUM WIDTH DEPENDS ON SITE CONDITIONS AND ENGINEERING JUDGEMENT INSTALLATION NOTES 1. WHEN PLACING THE FIRST LIFTS OF BACKFILL IT IS IMPORTANT TO MAKE SURE THAT THE BACKFILL IS PROPERLY COMPACTED UNDER AND AROUND THE PIPE HAUNCHES. 2. OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC CONDITIONS, AS APPROVED BY SITE ENGINEER. 3. AN HDPE MEMBRANE LINER WILL BE PLACED ON THE CROWN OF EACH PIPE TO PROVIDE AN IMPERMEABLE BARRIER AGAINST ENVIRONMENTAL CHANGES THAT MAY ADVERSELY AFFECT THE SYSTEM OVER TIME. PLEASE REFER TO THE CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL TECHNICAL DETAILS. TABLE 2: PERFORATED STANDARD MATERIAL LOCATION FILL ENVELOPE WIDTH FOUNDATION BEDDING BACKFILL COVER MATERIAL MATERIAL SPECIFICATION PER ENGINEER OF RECORD AASHTO 26.5.2 -PER ENGINEER OF RECORD AASHTO M 43: 3, 357, 4, 467, 5, 56, 57 CMP RETENTION STANDARD BACKFILL SPECIFICATIONS DESCRIPTION MINIMUM TRENCH WIDTH MUST ALLOW ROOM FOR PROPER COMPACTION OF HAUNCH MATERIALS UNDER THE PIPE. THE SUGGESTED MINIMUM TRENCH WIDTH, OR EOR RECOMMENDATION: PIPE :S 12": D + 16" PIPE> 12": 1.5D + 12" MINIMUM EMBANKMENT WIDTH {IN FEET) FOR INITIAL FILL ENVELOPE: PIPE < 24": 3.0D PIPE 24" -144": D + 4'0" PIPE> 144": D + 10'0" PRIOR TO PLACING THE BEDDING, THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED DURING EXCAVATION, THEY SHALL BE REMOVED AND FOUNDATION BROUGHT BACK TO GRADE WITH A FILL MATERIAL APPROVED BY THE ENGINEER OF RECORD. ENGINEER OF RECORD TO DETERMINE IF BEDDING IS REQUIRED. PIPE MAY BE PLACED ON THE TRENCH BOTTOM OF A RELATIVELY LOOSE, NATIVE SUITABLE WELL GRADED GRANULAR MATERIAL THAT IS ROUGHLY SHAPED TO FIT THE BOTTOM OF THE PIPE, 2" MIN DEPTH. THE BEDDING MATERIAL MAY BE SUITABLE OPEN GRADED GRANULAR BEDDING CONFORMING TO MSHTO SOIL CLASSIFICATIONS A 1, A2, OR A3 WITH MAXIMUM PARTICLE SIZE OF 3" PER MSHTO 26.3.8.1 CORRUGATED METAL PIPE HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION WITHOUT SOFT SPOTS. BACKFILL SHALL BE PLACED IN 8" +/- FREE-DRAINING, ANGULAR, NATURALLY LOOSE LIFTS AND COMPACTED TO 90% STANDARD PROCTOR PERMSHTO T 99. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO LIFT (16") DIFFERENTIAL BETWEEN ~CCURRING WASHED-STONE PER AASHTO ANY OF THE PIPES AT ANY TIME DURING THE BACKFILL PROCESS. THE BACKFILL SHOULD BE ADVANCED ALONG THE LENGTH OF THE SYSTEM TO AVOID DIFFERENTIAL LOADING. WHERE M 43: 3, 357, 4, 467, 5, 56, 57 OR CONVENTIONAL COMPACTION TESTING IS NOT PRACTICAL, THE MATERIAL SHALL BE MECHANICALLY COMPACTED UNTIL NO FURTHER YIELDING OF MATERIAL IS OBSERVED UNDER THE APPROVED EQUAL* COMPACTOR. **IN UP lrO MIN. COVER -AASHTO M 145:A-1,A-2,A-3 ABOVE MIN. COVER -PER ENGINEER OF RECORD AREAS WITH HIGH WATER TABLE FLUCTUATIONS THAT INTERACT WITH THE PIPE ZONE, CONSIDER INSTALLING A GEOTEXTILE SEPARATION LAYER TO PREVENT SOIL MIGRATION. COVER MATERIAL MAY INCLUDE NON-BITUMINOUS, GRANULAR ROADBASE MATERIAL WITHIN MIN COVER LIMITS 7 · RIGID OR FLEXIBLE PAVEMENT (IF PER ENGINEER OF RECORD FLEXIBLE PAVEMENT SHOULD NOT BE COUNTED AS PART OF THE FILL HEIGHT OVER THE CMP. FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONS PER THE ENGINEER OF RECORD. APPLICABLE) A OPTIONAL SIDE GEOTEXTILE NONE GEOTEXTILE LAYER IS RECOMMENDED ON SIDES OF EXCAVATION TO PREVENT SOIL MIGRATION. B GEOTEXTILE BETWEEN LAYERS NONE IF SOIL TYPES DIFFER AT ANY POINT ABOVE PIPE INVERT, A GEOTEXTILE LAYER IS RECOMMENDED TO BE PLACED BETWEEN THE LAYERS TO PREVENT SOIL MIGRATION. NOTES: • FOR MULTIPLE BARREL INSTALLATIONS, THE RECOMMENDED STANDARD SPACING BETWEEN PARALLEL PIPE RUNS SHALL BE THE PIPE DIAMETER /2 BUT NO LESS THAN 12" FOR DIAMETERS <72". FOR 72" AND LARGER DIAMETERS, THE MINIMUM SPACING IS 36". CONTACT YOUR CONTECH REPRESENTATIVE FOR NONSTANDARD SPACING. APPROVED REGIONAL EQUIVALENTS FOR SECTION 5 INCLUDE CA-7, MIDOT 6M, 6A, OR 5G, PROVIDED THEY MEET THE PARTICLE SIZES INDICATED. MANUFACTURER RECOMMENDED BACKFILL NOTTO SCALE The design and informationshownonthisdrawingisprovided PROJECT No.: SEQ. No.: DATE: as a service to the project owner, engineer and contractor by A~l~ .. IT~AU® C ~1~NTECH® DY052663 Diversified Pacific Communities, Walnut Ave, Fontana Contech Engineered Solutions LLC ("Contech"). Neither this 36789 52663 1/15/2025 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-6 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: to Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. TEMPORARY COVER FOR CONSTRUCTION LOADS HEIGHT FINISHED GRADE OF - COVER 011 11::1 IIL!r 1 -:ll~--I f SCOPE CONSTRUCTION LOADS FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRAAMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER THE TOP OF THE PIPE. THE HEIGHT-OF-COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. PIPE SPAN, AXLE LOADS (kips) INCHES 18-50 I 50-75 I 75-110 1 110-150 MINIMUM COVER (FT) 12-42 2.0 2.5 3.0 3.0 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 *MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. CONSTRUCTION LOADING DIAGRAM SCALE: N.T.S. SPECIFICATION FOR DESIGNED DETENTION SYSTEM: PIPE ----------A------------- ACCESS CASTING TO BE co GASKET MATERIAL SUFFICIENT TO PREVENT SLAB FROM BEARING ON - RISER TO BE PROVIDED BY CONTRACTOR. #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. t OPENING IN PROTECTION SLAB FOR CASTING " " " PROVIDED AND INSTALLED BY CONTRACTOR. SECTION VIEW -0A N ...J ...J <( 0.: -~ [fl ~o a,_- <( en C9 #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. 2"COVER (TYP) t THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF THE DESIGNED DETENTION SYSTEM DETAILED IN THE PROJECT PLANS. THE PIPE SHALL BE MANUFACTURED IN ACCORDANCE TO THE APPLICABLE REQUIREMENTS LISTED BELOW: OPENING IN PROTECTION SLAB FOR CASTING MATERIAL THE MATERIAL SHALL CONFORM TO THE APPLICABLE REQUIREMENTS LISTED BELOW: ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-274 OR ASTM A-92. THE GALVANIZED STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-218 ORASTM A-929. THE POLYMER COATED STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-246 ORASTM A-742. ALUMINIZED TYPE 2: AASHTO M-36 ORASTM A-760 GALVANIZED: AASHTO M-36 OR ASTM A-760 ARR!llG'.MllllECOATED: AASHTO M-245 ORASTM A-762 ALUMINUM: AASHTO M-196 ORASTM B-745 APPLICABLE HANDLING AND ASSEMBLY INTERRUPTED BAR REPLACEMENT, SEE NOTE6. STANDARD REINFORCING, SEE TABLE ROUND OPTION PLAN VIEW NOTES: STANDARD REINFORCING, SEE TABLE REINFORCING TABLE 0CMP **BEARING RISER A 0B REINFORCING PRESSURE (PSF) 24" 04• 26" #5@12"0CEW 2,410 4'X4' #5@12"0CEW 1,780 30" 04'-6" 32" #5@12"0CEW 2,120 4'-6" X 4'-6" #5@12"0CEW 1,530 36" 05' 5' 38" #5@10"0CEW 1,890 X5' #5@10"0CEW 1,350 42" 0 5'-6" 5'-6" 44" #5@10"0CEW 1,720 X5'-6" #5@9"0CEW 1,210 48" 06' 6' 50" #5@9"0CEW 1,600 X6' #5@8"0CEW 1,100 ** ASSUMED SOIL BEARING CAPACITY ----------A---------- SQUARE OPTION PLAN VIEW t <( INTERRUPTED BAR REPLACEMENT, SEE NOTE 6. SHALL BE IN ACCORDANCE WITH NCSP'S (NATIONAL CORRUGATED STEEL Afff!el£ASSE>CIATION) FORALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL. SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS FOR ALUMINUM PIPE. 1. DESIGN INACCORDANCEWITHAASHTO, 17th EDITION. 7. TRIM OPENING WITH DIAGONAL#4 BARS, EXTEND BARS A MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED TO MAINTAIN BAR COVER. THE ALUMINUM COILS SHALL CONFORM TO THE APPLICABLE OF AASHTO M-197 ORASTM B-744. CONSTRUCTION LOADS CONSTRUCTION LOADS MAY BE HIGHER THAN FINAL LOADS. FOLLOW THE MANUFACTURER'S OR NCSPA GUIDELINES. NOTE: THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by REQUIREMENTS INSTALLATION SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II DIVISION II ORASTM A-798 (FOR ALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL) ORASTM B-788 (FOR ALUMINUM PIPE)AND IN CONFORMANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE SITE ENGINEER. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. 2. DESIGN LOAD HS25. 3. EARTH COVER = 1' MAX. 4. CONCRETE STRENGTH = 3,500 psi 5. REINFORCING STEEL= ASTM A615, GRADE 60. 6. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE SAME PLANE. 8. PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND INSTALLED BY CONTRACTOR. 9. DETAIL DESIGN BY DELTA ENGINEERING, BINGHAMTON, NY. MANHOLE CAP DETAIL SCALE: N.T.S. PROJECT No.: SEQ. No.: DATE: Conlech Engineered Solutions LLC ("Contech"). Neither this C ~1~NTECH® A~l~ .. IT~AU® DYO52663 Diversified Pacific Communities, Walnut Ave, Fontana 36789 52663 1/15/2025 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-6 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: lo Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. CMP DETENTION INSTALLATION GUIDE PROPER INSTALLATION OF A FLEXIBLE UNDERGROUND DETENTION SYSTEM WILL ENSURE LONG-TERM PERFORMANCE. THE CONFIGURATION OF THESE SYSTEMS OFTEN REQUIRES SPECIAL CONSTRUCTION PRACTICES THAT DIFFER FROM CONVENTIONAL FLEXIBLE PIPE CONSTRUCTION. CONTECH ENGINEERED SOLUTIONS STRONGLY SUGGESTS SCHEDULING A PRE-CONSTRUCTION MEETING WITH YOUR LOCAL SALES ENGINEER TO DETERMINE IF ADDITIONAL MEASURES, NOT COVERED IN THIS GUIDE, ARE APPROPRIATE FOR YOUR SITE. FOUNDATION CONSTRUCT A FOUNDATION THAT CAN SUPPORT THE DESIGN LOADING APPLIED BY THE PIPE AND ADJACENT BACKFILL WEIGHT AS WELL AS MAINTAIN ITS INTEGRITY DURING CONSTRUCTION. IF SOFT OR UNSUITABLE SOILS ARE ENCOUNTERED, REMOVE THE POOR DOWN TO A SUITABLE DEPTH AND THEN BUILD UP TO THE APPROPRIATE ELEVATION WITH A COMPETENT BACKFILL MATERIAL. THE STRUCTURAL FILL MATERIAL GRADATION SHOULD NOT ALLOW THE MIGRATION OF FINES, WHICH CAN CAUSE SETTLEMENT OF THE DETENTION SYSTEM OR PAVEMENT ABOVE. IF THE STRUCTURAL FILL MATERIAL IS NOT COMPATIBLE WITH THE UNDERLYING SOILS AN ENGINEERING FABRIC SHOULD BE USED ASA SEPARATOR. IN SOME CASES, USING A STIFF REINFORCING GEOGRID REDUCES OVER EXCAVATION AND REPLACEMENT FILL QUANTITIES. GEOGRID USED TO REDUCE BACKFILL - THE AMOUNT OF UNDERCUT GEOGRID BEDDING -COVER GEOGRID WASN'T USED EMBANKMENT UNDERCUT AND REPLACE UNSUITABLE SOILS GRADE THE FOUNDATION SUBGRADE TO A UNIFORM OR SLIGHTLY SLOPING GRADE. IF THE SUBGRADE IS CLAY OR RELATIVELY NON-POROUS AND THE CONSTRUCTION SEQUENCE WILL LAST FOR AN EXTENDED PERIOD OF TIME, IT IS BEST TO SLOPE THE GRADE TO ONE END OF THE SYSTEM. THIS WILL ALLOW EXCESS WATER TO DRAIN QUICKLY, PREVENTING SATURATION OF THE SUBGRADE. GEOMEMBRANE BARRIER IN-SITU TRENCH WALL IF EXCAVATION IS REQUIRED, THE TRENCH WALL NEEDS TO BE CAPABLE OF SUPPORTING THE LOAD THAT THE PIPE SHEDS AS THE SYSTEM IS LOADED. IF SOILS ARE NOT CAPABLE OF SUPPORTING THESE LOADS, THE PIPE CAN DEFLECT. PERFORM A SIMPLE SOIL PRESSURE CHECK USING THE APPLIED LOADS TO DETERMINE THE LIMITS OF EXCAVATION BEYOND THE SPRING LINE OF THE OUTER MOST PIPES. IN MOST CASES THE REQUIREMENTS FORA SAFE WORK ENVIRONMENT AND PROPER BACKFILL PLACEMENT AND COMPACTION TAKE CARE OF THIS CONCERN. BACKFILL -WELL GRADED -!• GRANULAR AND SMALLER GRANULAR AND SMALLER- BACKFILL PLACEMENT MATERIAL SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL-SLICING, RODDING, AIR TAMPER, VIBRATORY ROD, OR OTHER EFFECTIVE METHODS. MAXIMUM UNBALANCE LIMITED TO 2 LIFTS (APPROX. 16") IF MSHTO T99 PROCEDURES ARE DETERMINED INFEASIBLE BY THE GEOTECHNICAL ENGINEER OF RECORD, COMPACTION IS CONSIDERED ADEQUATE WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR, OR UNDER FOOT, AND THE GEOTECHNICAL ENGINEER OF RECORD (OR REPRESENTATIVE THEREOF) IS SATISFIED WITH THE LEVEL OF COMPACTION. THE RESISTIVITY OF A PROJECT SITE MAY CHANGE OVER TIME DUE TO THE USE FOR LARGE SYSTEMS, CONVEYOR SYSTEMS, BACKHOES WITH LONG OF VARIOUS SALTING, DE-ICING, AND AGRICULTURAL AGENTS APPLIED ON OR REACHES OR DRAGLINES WITH STONE BUCKETS MAY BE USED TO PLACE BACKFILL. ONCE MINIMUM COVER FOR CONSTRUCTION LOADING ACROSS NEAR THE AREA. TO MITIGATE THE POTENTIAL IMPACT OF THESE AGENTS, AN THE ENTIRE WIDTH OF THE SYSTEM IS REACHED, ADVANCE THE EQUIPMENT HOPE MEMBRANE LINER WILL BE INSTALLED ON THE CROWN OF EACH PIPE, TO THE END OF THE RECENTLY PLACED FILL, AND BEGIN THE SEQUENCE CREATING AN IMPERMEABLE BARRIER. THIS MEASURE IS DESIGNED TO AGAIN UNTIL THE SYSTEM IS COMPLETELY BACKFILLED. THIS TYPE OF PROTECT THE SYSTEM FROM ENVIRONMENTAL CHANGES THAT COULD LEAD TO CONSTRUCTION SEQUENCE PROVIDES ROOM FOR STOCKPILED BACKFILL DIRECTLY BEHIND THE BACKHOE, AS WELL AS THE MOVEMENT OF PREMATURE CORROSION AND REDUCE THE OVERALL SERVICE LIFE. CONSTRUCTION TRAFFIC. MATERIAL STOCKPILES ON TOP OF THE The design and informationshownonthisdrawingisprovided BACKFILLED DETENTION SYSTEM SHOULD BE LIMITED TO 8-TO 10-FEET HIGH AND MUST PROVIDE BALANCED LOADING ACROSS ALL BARRELS. TO DETERMINE THE PROPER COVER OVER THE PIPES TO ALLOW THE MOVEMENT OF CONSTRUCTION EQUIPMENT SEE TABLE 1, OR CONTACT YOUR LOCAL CONTECH SALES ENGINEER. TYPICAL BACKFILL SEQUENCE EMBANKMENT WHEN FLOWABLE FILL IS USED, YOU MUST PREVENT PIPE FLOATATION. TYPICALLY, SMALL LIFTS ARE PLACED BETWEEN THE PIPES AND THEN ALLOWED TO SET-UP PRIOR TO THE PLACEMENT OF THE NEXT LIFT. THE ALLOWABLE THICKNESS OF THE CLSM LIFT IS A FUNCTION OF A PROPER BALANCE BETWEEN THE UPLIFT FORCE OF THE CLSM, THE OPPOSING WEIGHT OF THE PIPE, AND THE EFFECT OF OTHER RESTRAINING MEASURES. THE PIPE CAN CARRY LIMITED FLUID PRESSURE WITHOUT PIPE DISTORTION OR DISPLACEMENT, WHICH ALSO AFFECTS THE CLSM LIFT THICKNESS. YOUR LOCAL CONTECH SALES ENGINEER CAN HELP DETERMINE THE PROPER LIFT THICKNESS. STAGE POURS AS REQUIRED TO EMBANKMENT WEIGHTED PIPE WITH MOBILE -CONCRETE BARRIERS (OR OTHER REMOVABLE WEIGHTS) CONSTRUCTION LOADING TYPICALLY, THE MINIMUM COVER SPECIFIED FORA PROJECT ASSUMES H-20 LIVE LOAD. BECAUSE CONSTRUCTION LOADS OFTEN EXCEED DESIGN LIVE LOADS, INCREASED TEMPORARY MINIMUM COVER REQUIREMENTS ARE NECESSARY. SINCE CONSTRUCTION EQUIPMENT VARIES FROM JOB TO JOB, IT IS BEST TO ADDRESS EQUIPMENT SPECIFIC MINIMUM COVER REQUIREMENTS WITH YOUR LOCAL CONTECH SALES ENGINEER DURING YOUR PRE-CONSTRUCTION MEETING. ADDITIONAL CONSIDERATIONS BECAUSE MOST SYSTEMS ARE CONSTRUCTED BELOW-GRADE, RAINFALL CAN RAPIDLY FILL THE EXCAVATION; POTENTIALLY CAUSING FLOATATION AND MOVEMENT OF THE PREVIOUSLY PLACED PIPES. TO HELP MITIGATE POTENTIAL PROBLEMS, IT IS BEST TO START THE INSTALLATION AT THE DOWNSTREAM END WITH THE OUTLET ALREADY CONSTRUCTED TO ALLOW A ROUTE FOR THE WATER TO ESCAPE. TEMPORARY DIVERSION MEASURES MAY BE REQUIRED FOR HIGH FLOWS DUE TO THE RESTRICTED NATURE OF THE OUTLET PIPE. CATCH BASIN - INLET WATER PAVED PARKING LOT OUTLET CONTROL CMP DETENTION SYSTEM INSPECTION AND MAINTENANCE UNDERGROUND STORMWATER DETENTION AND INFILTRATION SYSTEMS MUST BE INSPECTED AND MAINTAINED AT REGULAR INTERVALS FOR PURPOSES OF PERFORMANCE AND LONGEVITY. INSPECTION INSPECTION IS THE KEY TO EFFECTIVE MAINTENANCE OF CMP DETENTION SYSTEMS AND IS EASILY PERFORMED. CONTECH RECOMMENDS ONGOING, ANNUAL INSPECTIONS. SITES WITH HIGH TRASH LOAD OR SMALL OUTLET CONTROL ORIFICES MAY NEED MORE FREQUENT INSPECTIONS. THE RATE AT WHICH THE SYSTEM COLLECTS POLLUTANTS WILL DEPEND MORE ON SITE SPECIFIC ACTIVITIES RATHER THAN THE SIZE OR CONFIGURATION OF THE SYSTEM. INSPECTIONS SHOULD BE PERFORMED MORE OFTEN IN EQUIPMENT WASHDOWN AREAS, IN CLIMATES WHERE SANDING AND/OR SALTING OPERATIONS TAKE PLACE, AND IN OTHER VARIOUS INSTANCES IN WHICH ONE WOULD EXPECT HIGHER ACCUMULATIONS OF SEDIMENT OR ABRASIVE/ CORROSIVE CONDITIONS. A RECORD OF EACH INSPECTION IS TO BE MAINTAINED FOR THE LIFE OF THE SYSTEM MAINTENANCE CMP DETENTION SYSTEMS SHOULD BE CLEANED WHEN AN INSPECTION REVEALS ACCUMULATED SEDIMENT OR TRASH IS CLOGGING THE DISCHARGE ORIFICE. ACCUMULATED SEDIMENT AND TRASH CAN TYPICALLY BE EVACUATED THROUGH THE MANHOLE OVER THE OUTLET ORIFICE. IF MAINTENANCE IS NOT PERFORMED AS RECOMMENDED, SEDIMENT AND TRASH MAY ACCUMULATE IN FRONT OF THE OUTLET ORIFICE. MANHOLE COVERS SHOULD BE SECURELY SEATED FOLLOWING CLEANING ACTIVITIES. CONTECH SUGGESTS THAT ALL SYSTEMS BE DESIGNED WITH AN ACCESS/INSPECTION MANHOLE SITUATED AT OR NEAR THE INLET AND THE OUTLET ORIFICE. SHOULD IT BE NECESSARY TO GET INSIDE THE SYSTEM TO PERFORM MAINTENANCE ACTIVITIES, ALL APPROPRIATE PRECAUTIONS REGARDING CONFINED SPACE ENTRY AND OSHA REGULATIONS SHOULD BE FOLLOWED. ANNUAL INSPECTIONS ARE BEST PRACTICE FOR ALL UNDERGROUND SYSTEMS. DURING THIS INSPECTION, IF EVIDENCE OF SALTING/DE-ICING AGENTS IS OBSERVED WITHIN THE SYSTEM, IT IS BEST PRACTICE FOR THE SYSTEM TO BE RINSED, INCLUDING ABOVE THE SPRING LINE SOON AFTER THE SPRING THAW AS PART OF THE MAINTENANCE PROGRAM FOR THE SYSTEM. MAINTAINING AN UNDERGROUND DETENTION OR INFILTRATION SYSTEM IS EASIEST WHEN THERE IS NO FLOW ENTERING THE SYSTEM. FOR THIS REASON, IT IS A GOOD IDEA TO SCHEDULE THE CLEANOUT DURING DRY WEATHER. THE FOREGOING INSPECTION AND MAINTENANCE EFFORTS HELP ENSURE UNDERGROUND PIPE SYSTEMS USED FOR STORMWATER STORAGE CONTINUE TO FUNCTION AS INTENDED BY IDENTIFYING RECOMMENDED REGULAR INSPECTION AND MAINTENANCE PRACTICES. INSPECTION AND MAINTENANCE RELATED TO THE STRUCTURAL INTEGRITY OF THE PIPE OR THE SOUNDNESS OF PIPE JOINT CONNECTIONS IS BEYOND THE SCOPE OF THIS GUIDE. PROJECT No.: SEQ. No.: DATE: as a service to the project owner, engineer and contractor by C ~1~NTECH® A~l~ .. IT~AU® DY052663 Diversified Pacific Communities, Walnut Ave, Fontana Conlech Engineered Solutions LLC ("Contech"). Neither this 36789 52663 1/15/2025 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-6 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: to Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. PROJECT SUMMARY CALCULATION DETAILS • LOADING = HS20/HS25 • APPROX. LINEAR FOOTAGE = 623 LF STORAGE SUMMARY • STORAGE VOLUME REQUIRED = 45,000 CF • PIPE STORAGE VOLUME= 30,612 CF • BACKFILL STORAGE VOLUME= 11,467 CF • TOTAL STORAGE PROVIDED= 42,079 CF • STONE VOID= 40% PIPE DETAILS • DIAMETER = 96" • CORRUGATION = 5x1 •GAGE=16 • COATING = ALT2 • WALL TYPE = PERFORATED • BARREL SPACING = 24" BACKFILL DETAILS • WIDTH AT ENDS= 12" • ABOVE PIPE = 6" • WIDTH AT SIDES= 12" • BELOW PIPE= 12" NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTMA998. • ALL RISERS AND STUBS ARE 223" x .12°' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. • QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. • BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. • THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. • THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by Conlech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disdaims any liability or responsibility for suchuse. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or DATE inaccurate information suoolied bv others. REVISION DESCRIPTION 9 co N ~-----------------------------------206'-0" ------------------------------------ I I I < I I I C ~1~NTECH® A~l~ .. IT~AU® ~i,-~~~ri i ~"'" ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS www.ContechES.com CONTECH I 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING BY I I ASSEMBLY SCALE: 1" = 20' I I I I DYO52663 Diversified Pacific Communities, Walnut Ave, CMP-7 Inf /Ret System Fontana, CA DETENTION SYSTEM PROJECT No.: Fontana 36789 DESIGNED: DYO CHECKED: DYO SHEET NO.: SEQ. No.: DATE: 52663 1/15/2025 DRAWN: DYO APPROVED: DYO 1 2 3 4 5· 6 7 TABLE 1: MIN. CORR. DIAMETER, D COVER PROFILE 6"-10" 12" 1 1/2" X 1/4" ci IUJ~ I->~ 12"-48" 12" 2 2/3" X 1/2" a.ow ~(.)al >48"-96" 12" 3"x 1", 5"x 1" a::~~ UJ~ llJ >a:: llJ >96" D/8 3"x 1", 5"x 1" 8 gen • STRUCTURAL BACKFILL MUST EXTEND TO LIMITS OF THE TABLE • TOTAL HEIGHT OF COMPACTED COVER FOR CONVENTIONAL HIGHWAY LOADS IS MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT 6 A B 5 A 3 2 /',,'' '/',, /, /,//, /"" "/>, '>~7/ \ //~( v(--1 .. :/ /::::/'I • ?//~,i ,. ~. "'• t~~'< ..• \?, / //, I "' /''r / ~/~ '~,' ,,, I>, / ' ~ HDPE LINER I/~ ~"v(--/ TRENCH 1 FILL ENVELOPE EMBANKMENT MINIMUM WIDTH DEPENDS ON SITE CONDITIONS AND ENGINEERING JUDGEMENT INSTALLATION NOTES 1. WHEN PLACING THE FIRST LIFTS OF BACKFILL IT IS IMPORTANT TO MAKE SURE THAT THE BACKFILL IS PROPERLY COMPACTED UNDER AND AROUND THE PIPE HAUNCHES. 2. OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC CONDITIONS, AS APPROVED BY SITE ENGINEER. 3. AN HDPE MEMBRANE LINER WILL BE PLACED ON THE CROWN OF EACH PIPE TO PROVIDE AN IMPERMEABLE BARRIER AGAINST ENVIRONMENTAL CHANGES THAT MAY ADVERSELY AFFECT THE SYSTEM OVER TIME. PLEASE REFER TO THE CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL TECHNICAL DETAILS. TABLE 2: PERFORATED STANDARD MATERIAL LOCATION FILL ENVELOPE WIDTH FOUNDATION BEDDING BACKFILL COVER MATERIAL MATERIAL SPECIFICATION PER ENGINEER OF RECORD AASHTO 26.5.2 -PER ENGINEER OF RECORD AASHTO M 43: 3, 357, 4, 467, 5, 56, 57 CMP RETENTION STANDARD BACKFILL SPECIFICATIONS DESCRIPTION MINIMUM TRENCH WIDTH MUST ALLOW ROOM FOR PROPER COMPACTION OF HAUNCH MATERIALS UNDER THE PIPE. THE SUGGESTED MINIMUM TRENCH WIDTH, OR EOR RECOMMENDATION: PIPE :S 12": D + 16" PIPE> 12": 1.5D + 12" MINIMUM EMBANKMENT WIDTH {IN FEET) FOR INITIAL FILL ENVELOPE: PIPE < 24": 3.0D PIPE 24" -144": D + 4'0" PIPE> 144": D + 10'0" PRIOR TO PLACING THE BEDDING, THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED DURING EXCAVATION, THEY SHALL BE REMOVED AND FOUNDATION BROUGHT BACK TO GRADE WITH A FILL MATERIAL APPROVED BY THE ENGINEER OF RECORD. ENGINEER OF RECORD TO DETERMINE IF BEDDING IS REQUIRED. PIPE MAY BE PLACED ON THE TRENCH BOTTOM OF A RELATIVELY LOOSE, NATIVE SUITABLE WELL GRADED GRANULAR MATERIAL THAT IS ROUGHLY SHAPED TO FIT THE BOTTOM OF THE PIPE, 2" MIN DEPTH. THE BEDDING MATERIAL MAY BE SUITABLE OPEN GRADED GRANULAR BEDDING CONFORMING TO MSHTO SOIL CLASSIFICATIONS A 1, A2, OR A3 WITH MAXIMUM PARTICLE SIZE OF 3" PER MSHTO 26.3.8.1 CORRUGATED METAL PIPE HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION WITHOUT SOFT SPOTS. BACKFILL SHALL BE PLACED IN 8" +/- FREE-DRAINING, ANGULAR, NATURALLY LOOSE LIFTS AND COMPACTED TO 90% STANDARD PROCTOR PERMSHTO T 99. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO LIFT (16") DIFFERENTIAL BETWEEN ~CCURRING WASHED-STONE PER AASHTO ANY OF THE PIPES AT ANY TIME DURING THE BACKFILL PROCESS. THE BACKFILL SHOULD BE ADVANCED ALONG THE LENGTH OF THE SYSTEM TO AVOID DIFFERENTIAL LOADING. WHERE M 43: 3, 357, 4, 467, 5, 56, 57 OR CONVENTIONAL COMPACTION TESTING IS NOT PRACTICAL, THE MATERIAL SHALL BE MECHANICALLY COMPACTED UNTIL NO FURTHER YIELDING OF MATERIAL IS OBSERVED UNDER THE APPROVED EQUAL* COMPACTOR. **IN UP lrO MIN. COVER -AASHTO M 145:A-1,A-2,A-3 ABOVE MIN. COVER -PER ENGINEER OF RECORD AREAS WITH HIGH WATER TABLE FLUCTUATIONS THAT INTERACT WITH THE PIPE ZONE, CONSIDER INSTALLING A GEOTEXTILE SEPARATION LAYER TO PREVENT SOIL MIGRATION. COVER MATERIAL MAY INCLUDE NON-BITUMINOUS, GRANULAR ROADBASE MATERIAL WITHIN MIN COVER LIMITS 7 · RIGID OR FLEXIBLE PAVEMENT (IF PER ENGINEER OF RECORD FLEXIBLE PAVEMENT SHOULD NOT BE COUNTED AS PART OF THE FILL HEIGHT OVER THE CMP. FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONS PER THE ENGINEER OF RECORD. APPLICABLE) A OPTIONAL SIDE GEOTEXTILE NONE GEOTEXTILE LAYER IS RECOMMENDED ON SIDES OF EXCAVATION TO PREVENT SOIL MIGRATION. B GEOTEXTILE BETWEEN LAYERS NONE IF SOIL TYPES DIFFER AT ANY POINT ABOVE PIPE INVERT, A GEOTEXTILE LAYER IS RECOMMENDED TO BE PLACED BETWEEN THE LAYERS TO PREVENT SOIL MIGRATION. NOTES: • FOR MULTIPLE BARREL INSTALLATIONS, THE RECOMMENDED STANDARD SPACING BETWEEN PARALLEL PIPE RUNS SHALL BE THE PIPE DIAMETER /2 BUT NO LESS THAN 12" FOR DIAMETERS <72". FOR 72" AND LARGER DIAMETERS, THE MINIMUM SPACING IS 36". CONTACT YOUR CONTECH REPRESENTATIVE FOR NONSTANDARD SPACING. APPROVED REGIONAL EQUIVALENTS FOR SECTION 5 INCLUDE CA-7, MIDOT 6M, 6A, OR 5G, PROVIDED THEY MEET THE PARTICLE SIZES INDICATED. MANUFACTURER RECOMMENDED BACKFILL NOTTO SCALE The design and informationshownonthisdrawingisprovided PROJECT No.: SEQ. No.: DATE: as a service to the project owner, engineer and contractor by A~l~ .. IT~AU® C ~1~NTECH® DY052663 Diversified Pacific Communities, Walnut Ave, Fontana Contech Engineered Solutions LLC ("Contech"). Neither this 36789 52663 1/15/2025 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-7 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: to Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. TEMPORARY COVER FOR CONSTRUCTION LOADS HEIGHT FINISHED GRADE OF - COVER 011 11::1 IIL!r 1 -:ll~--I f SCOPE CONSTRUCTION LOADS FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRAAMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER THE TOP OF THE PIPE. THE HEIGHT-OF-COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. PIPE SPAN, AXLE LOADS (kips) INCHES 18-50 I 50-75 I 75-110 1 110-150 MINIMUM COVER (FT) 12-42 2.0 2.5 3.0 3.0 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 *MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. CONSTRUCTION LOADING DIAGRAM SCALE: N.T.S. SPECIFICATION FOR DESIGNED DETENTION SYSTEM: PIPE ----------A------------- ACCESS CASTING TO BE co GASKET MATERIAL SUFFICIENT TO PREVENT SLAB FROM BEARING ON - RISER TO BE PROVIDED BY CONTRACTOR. #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. t OPENING IN PROTECTION SLAB FOR CASTING " " " PROVIDED AND INSTALLED BY CONTRACTOR. SECTION VIEW -0A N ...J ...J <( 0.: -~ [fl ~o a,_- <( en C9 #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. 2"COVER (TYP) t THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF THE DESIGNED DETENTION SYSTEM DETAILED IN THE PROJECT PLANS. THE PIPE SHALL BE MANUFACTURED IN ACCORDANCE TO THE APPLICABLE REQUIREMENTS LISTED BELOW: OPENING IN PROTECTION SLAB FOR CASTING MATERIAL THE MATERIAL SHALL CONFORM TO THE APPLICABLE REQUIREMENTS LISTED BELOW: ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-274 OR ASTM A-92. THE GALVANIZED STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-218 ORASTM A-929. THE POLYMER COATED STEEL COILS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO M-246 ORASTM A-742. ALUMINIZED TYPE 2: AASHTO M-36 ORASTM A-760 GALVANIZED: AASHTO M-36 OR ASTM A-760 ARR!llG'.MllllECOATED: AASHTO M-245 ORASTM A-762 ALUMINUM: AASHTO M-196 ORASTM B-745 APPLICABLE HANDLING AND ASSEMBLY INTERRUPTED BAR REPLACEMENT, SEE NOTE6. STANDARD REINFORCING, SEE TABLE ROUND OPTION PLAN VIEW NOTES: STANDARD REINFORCING, SEE TABLE REINFORCING TABLE 0CMP **BEARING RISER A 0B REINFORCING PRESSURE (PSF) 24" 04• 26" #5@12"0CEW 2,410 4'X4' #5@12"0CEW 1,780 30" 04'-6" 32" #5@12"0CEW 2,120 4'-6" X 4'-6" #5@12"0CEW 1,530 36" 05' 5' 38" #5@10"0CEW 1,890 X5' #5@10"0CEW 1,350 42" 0 5'-6" 5'-6" 44" #5@10"0CEW 1,720 X5'-6" #5@9"0CEW 1,210 48" 06' 6' 50" #5@9"0CEW 1,600 X6' #5@8"0CEW 1,100 ** ASSUMED SOIL BEARING CAPACITY ----------A---------- SQUARE OPTION PLAN VIEW t <( INTERRUPTED BAR REPLACEMENT, SEE NOTE 6. SHALL BE IN ACCORDANCE WITH NCSP'S (NATIONAL CORRUGATED STEEL Afff!el£ASSE>CIATION) FORALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL. SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS FOR ALUMINUM PIPE. 1. DESIGN INACCORDANCEWITHAASHTO, 17th EDITION. 7. TRIM OPENING WITH DIAGONAL#4 BARS, EXTEND BARS A MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED TO MAINTAIN BAR COVER. THE ALUMINUM COILS SHALL CONFORM TO THE APPLICABLE OF AASHTO M-197 ORASTM B-744. CONSTRUCTION LOADS CONSTRUCTION LOADS MAY BE HIGHER THAN FINAL LOADS. FOLLOW THE MANUFACTURER'S OR NCSPA GUIDELINES. NOTE: THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. The design and informationshownonthisdrawingisprovided as a service to the project owner, engineer and contractor by REQUIREMENTS INSTALLATION SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II DIVISION II ORASTM A-798 (FOR ALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL) ORASTM B-788 (FOR ALUMINUM PIPE)AND IN CONFORMANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE SITE ENGINEER. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. 2. DESIGN LOAD HS25. 3. EARTH COVER = 1' MAX. 4. CONCRETE STRENGTH = 3,500 psi 5. REINFORCING STEEL= ASTM A615, GRADE 60. 6. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE SAME PLANE. 8. PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND INSTALLED BY CONTRACTOR. 9. DETAIL DESIGN BY DELTA ENGINEERING, BINGHAMTON, NY. MANHOLE CAP DETAIL SCALE: N.T.S. PROJECT No.: SEQ. No.: DATE: Conlech Engineered Solutions LLC ("Contech"). Neither this C ~1~NTECH® A~l~ .. IT~AU® DYO52663 Diversified Pacific Communities, Walnut Ave, Fontana 36789 52663 1/15/2025 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-7 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: lo Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others. CMP DETENTION INSTALLATION GUIDE PROPER INSTALLATION OF A FLEXIBLE UNDERGROUND DETENTION SYSTEM WILL ENSURE LONG-TERM PERFORMANCE. THE CONFIGURATION OF THESE SYSTEMS OFTEN REQUIRES SPECIAL CONSTRUCTION PRACTICES THAT DIFFER FROM CONVENTIONAL FLEXIBLE PIPE CONSTRUCTION. CONTECH ENGINEERED SOLUTIONS STRONGLY SUGGESTS SCHEDULING A PRE-CONSTRUCTION MEETING WITH YOUR LOCAL SALES ENGINEER TO DETERMINE IF ADDITIONAL MEASURES, NOT COVERED IN THIS GUIDE, ARE APPROPRIATE FOR YOUR SITE. FOUNDATION CONSTRUCT A FOUNDATION THAT CAN SUPPORT THE DESIGN LOADING APPLIED BY THE PIPE AND ADJACENT BACKFILL WEIGHT AS WELL AS MAINTAIN ITS INTEGRITY DURING CONSTRUCTION. IF SOFT OR UNSUITABLE SOILS ARE ENCOUNTERED, REMOVE THE POOR DOWN TO A SUITABLE DEPTH AND THEN BUILD UP TO THE APPROPRIATE ELEVATION WITH A COMPETENT BACKFILL MATERIAL. THE STRUCTURAL FILL MATERIAL GRADATION SHOULD NOT ALLOW THE MIGRATION OF FINES, WHICH CAN CAUSE SETTLEMENT OF THE DETENTION SYSTEM OR PAVEMENT ABOVE. IF THE STRUCTURAL FILL MATERIAL IS NOT COMPATIBLE WITH THE UNDERLYING SOILS AN ENGINEERING FABRIC SHOULD BE USED ASA SEPARATOR. IN SOME CASES, USING A STIFF REINFORCING GEOGRID REDUCES OVER EXCAVATION AND REPLACEMENT FILL QUANTITIES. GEOGRID USED TO REDUCE BACKFILL - THE AMOUNT OF UNDERCUT GEOGRID BEDDING -COVER GEOGRID WASN'T USED EMBANKMENT UNDERCUT AND REPLACE UNSUITABLE SOILS GRADE THE FOUNDATION SUBGRADE TO A UNIFORM OR SLIGHTLY SLOPING GRADE. IF THE SUBGRADE IS CLAY OR RELATIVELY NON-POROUS AND THE CONSTRUCTION SEQUENCE WILL LAST FOR AN EXTENDED PERIOD OF TIME, IT IS BEST TO SLOPE THE GRADE TO ONE END OF THE SYSTEM. THIS WILL ALLOW EXCESS WATER TO DRAIN QUICKLY, PREVENTING SATURATION OF THE SUBGRADE. GEOMEMBRANE BARRIER IN-SITU TRENCH WALL IF EXCAVATION IS REQUIRED, THE TRENCH WALL NEEDS TO BE CAPABLE OF SUPPORTING THE LOAD THAT THE PIPE SHEDS AS THE SYSTEM IS LOADED. IF SOILS ARE NOT CAPABLE OF SUPPORTING THESE LOADS, THE PIPE CAN DEFLECT. PERFORM A SIMPLE SOIL PRESSURE CHECK USING THE APPLIED LOADS TO DETERMINE THE LIMITS OF EXCAVATION BEYOND THE SPRING LINE OF THE OUTER MOST PIPES. IN MOST CASES THE REQUIREMENTS FORA SAFE WORK ENVIRONMENT AND PROPER BACKFILL PLACEMENT AND COMPACTION TAKE CARE OF THIS CONCERN. BACKFILL -WELL GRADED -!• GRANULAR AND SMALLER GRANULAR AND SMALLER- BACKFILL PLACEMENT MATERIAL SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL-SLICING, RODDING, AIR TAMPER, VIBRATORY ROD, OR OTHER EFFECTIVE METHODS. MAXIMUM UNBALANCE LIMITED TO 2 LIFTS (APPROX. 16") IF MSHTO T99 PROCEDURES ARE DETERMINED INFEASIBLE BY THE GEOTECHNICAL ENGINEER OF RECORD, COMPACTION IS CONSIDERED ADEQUATE WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR, OR UNDER FOOT, AND THE GEOTECHNICAL ENGINEER OF RECORD (OR REPRESENTATIVE THEREOF) IS SATISFIED WITH THE LEVEL OF COMPACTION. THE RESISTIVITY OF A PROJECT SITE MAY CHANGE OVER TIME DUE TO THE USE FOR LARGE SYSTEMS, CONVEYOR SYSTEMS, BACKHOES WITH LONG OF VARIOUS SALTING, DE-ICING, AND AGRICULTURAL AGENTS APPLIED ON OR REACHES OR DRAGLINES WITH STONE BUCKETS MAY BE USED TO PLACE BACKFILL. ONCE MINIMUM COVER FOR CONSTRUCTION LOADING ACROSS NEAR THE AREA. TO MITIGATE THE POTENTIAL IMPACT OF THESE AGENTS, AN THE ENTIRE WIDTH OF THE SYSTEM IS REACHED, ADVANCE THE EQUIPMENT HOPE MEMBRANE LINER WILL BE INSTALLED ON THE CROWN OF EACH PIPE, TO THE END OF THE RECENTLY PLACED FILL, AND BEGIN THE SEQUENCE CREATING AN IMPERMEABLE BARRIER. THIS MEASURE IS DESIGNED TO AGAIN UNTIL THE SYSTEM IS COMPLETELY BACKFILLED. THIS TYPE OF PROTECT THE SYSTEM FROM ENVIRONMENTAL CHANGES THAT COULD LEAD TO CONSTRUCTION SEQUENCE PROVIDES ROOM FOR STOCKPILED BACKFILL DIRECTLY BEHIND THE BACKHOE, AS WELL AS THE MOVEMENT OF PREMATURE CORROSION AND REDUCE THE OVERALL SERVICE LIFE. CONSTRUCTION TRAFFIC. MATERIAL STOCKPILES ON TOP OF THE The design and informationshownonthisdrawingisprovided BACKFILLED DETENTION SYSTEM SHOULD BE LIMITED TO 8-TO 10-FEET HIGH AND MUST PROVIDE BALANCED LOADING ACROSS ALL BARRELS. TO DETERMINE THE PROPER COVER OVER THE PIPES TO ALLOW THE MOVEMENT OF CONSTRUCTION EQUIPMENT SEE TABLE 1, OR CONTACT YOUR LOCAL CONTECH SALES ENGINEER. TYPICAL BACKFILL SEQUENCE EMBANKMENT WHEN FLOWABLE FILL IS USED, YOU MUST PREVENT PIPE FLOATATION. TYPICALLY, SMALL LIFTS ARE PLACED BETWEEN THE PIPES AND THEN ALLOWED TO SET-UP PRIOR TO THE PLACEMENT OF THE NEXT LIFT. THE ALLOWABLE THICKNESS OF THE CLSM LIFT IS A FUNCTION OF A PROPER BALANCE BETWEEN THE UPLIFT FORCE OF THE CLSM, THE OPPOSING WEIGHT OF THE PIPE, AND THE EFFECT OF OTHER RESTRAINING MEASURES. THE PIPE CAN CARRY LIMITED FLUID PRESSURE WITHOUT PIPE DISTORTION OR DISPLACEMENT, WHICH ALSO AFFECTS THE CLSM LIFT THICKNESS. YOUR LOCAL CONTECH SALES ENGINEER CAN HELP DETERMINE THE PROPER LIFT THICKNESS. STAGE POURS AS REQUIRED TO EMBANKMENT WEIGHTED PIPE WITH MOBILE -CONCRETE BARRIERS (OR OTHER REMOVABLE WEIGHTS) CONSTRUCTION LOADING TYPICALLY, THE MINIMUM COVER SPECIFIED FORA PROJECT ASSUMES H-20 LIVE LOAD. BECAUSE CONSTRUCTION LOADS OFTEN EXCEED DESIGN LIVE LOADS, INCREASED TEMPORARY MINIMUM COVER REQUIREMENTS ARE NECESSARY. SINCE CONSTRUCTION EQUIPMENT VARIES FROM JOB TO JOB, IT IS BEST TO ADDRESS EQUIPMENT SPECIFIC MINIMUM COVER REQUIREMENTS WITH YOUR LOCAL CONTECH SALES ENGINEER DURING YOUR PRE-CONSTRUCTION MEETING. ADDITIONAL CONSIDERATIONS BECAUSE MOST SYSTEMS ARE CONSTRUCTED BELOW-GRADE, RAINFALL CAN RAPIDLY FILL THE EXCAVATION; POTENTIALLY CAUSING FLOATATION AND MOVEMENT OF THE PREVIOUSLY PLACED PIPES. TO HELP MITIGATE POTENTIAL PROBLEMS, IT IS BEST TO START THE INSTALLATION AT THE DOWNSTREAM END WITH THE OUTLET ALREADY CONSTRUCTED TO ALLOW A ROUTE FOR THE WATER TO ESCAPE. TEMPORARY DIVERSION MEASURES MAY BE REQUIRED FOR HIGH FLOWS DUE TO THE RESTRICTED NATURE OF THE OUTLET PIPE. CATCH BASIN - INLET WATER PAVED PARKING LOT OUTLET CONTROL CMP DETENTION SYSTEM INSPECTION AND MAINTENANCE UNDERGROUND STORMWATER DETENTION AND INFILTRATION SYSTEMS MUST BE INSPECTED AND MAINTAINED AT REGULAR INTERVALS FOR PURPOSES OF PERFORMANCE AND LONGEVITY. INSPECTION INSPECTION IS THE KEY TO EFFECTIVE MAINTENANCE OF CMP DETENTION SYSTEMS AND IS EASILY PERFORMED. CONTECH RECOMMENDS ONGOING, ANNUAL INSPECTIONS. SITES WITH HIGH TRASH LOAD OR SMALL OUTLET CONTROL ORIFICES MAY NEED MORE FREQUENT INSPECTIONS. THE RATE AT WHICH THE SYSTEM COLLECTS POLLUTANTS WILL DEPEND MORE ON SITE SPECIFIC ACTIVITIES RATHER THAN THE SIZE OR CONFIGURATION OF THE SYSTEM. INSPECTIONS SHOULD BE PERFORMED MORE OFTEN IN EQUIPMENT WASHDOWN AREAS, IN CLIMATES WHERE SANDING AND/OR SALTING OPERATIONS TAKE PLACE, AND IN OTHER VARIOUS INSTANCES IN WHICH ONE WOULD EXPECT HIGHER ACCUMULATIONS OF SEDIMENT OR ABRASIVE/ CORROSIVE CONDITIONS. A RECORD OF EACH INSPECTION IS TO BE MAINTAINED FOR THE LIFE OF THE SYSTEM MAINTENANCE CMP DETENTION SYSTEMS SHOULD BE CLEANED WHEN AN INSPECTION REVEALS ACCUMULATED SEDIMENT OR TRASH IS CLOGGING THE DISCHARGE ORIFICE. ACCUMULATED SEDIMENT AND TRASH CAN TYPICALLY BE EVACUATED THROUGH THE MANHOLE OVER THE OUTLET ORIFICE. IF MAINTENANCE IS NOT PERFORMED AS RECOMMENDED, SEDIMENT AND TRASH MAY ACCUMULATE IN FRONT OF THE OUTLET ORIFICE. MANHOLE COVERS SHOULD BE SECURELY SEATED FOLLOWING CLEANING ACTIVITIES. CONTECH SUGGESTS THAT ALL SYSTEMS BE DESIGNED WITH AN ACCESS/INSPECTION MANHOLE SITUATED AT OR NEAR THE INLET AND THE OUTLET ORIFICE. SHOULD IT BE NECESSARY TO GET INSIDE THE SYSTEM TO PERFORM MAINTENANCE ACTIVITIES, ALL APPROPRIATE PRECAUTIONS REGARDING CONFINED SPACE ENTRY AND OSHA REGULATIONS SHOULD BE FOLLOWED. ANNUAL INSPECTIONS ARE BEST PRACTICE FOR ALL UNDERGROUND SYSTEMS. DURING THIS INSPECTION, IF EVIDENCE OF SALTING/DE-ICING AGENTS IS OBSERVED WITHIN THE SYSTEM, IT IS BEST PRACTICE FOR THE SYSTEM TO BE RINSED, INCLUDING ABOVE THE SPRING LINE SOON AFTER THE SPRING THAW AS PART OF THE MAINTENANCE PROGRAM FOR THE SYSTEM. MAINTAINING AN UNDERGROUND DETENTION OR INFILTRATION SYSTEM IS EASIEST WHEN THERE IS NO FLOW ENTERING THE SYSTEM. FOR THIS REASON, IT IS A GOOD IDEA TO SCHEDULE THE CLEANOUT DURING DRY WEATHER. THE FOREGOING INSPECTION AND MAINTENANCE EFFORTS HELP ENSURE UNDERGROUND PIPE SYSTEMS USED FOR STORMWATER STORAGE CONTINUE TO FUNCTION AS INTENDED BY IDENTIFYING RECOMMENDED REGULAR INSPECTION AND MAINTENANCE PRACTICES. INSPECTION AND MAINTENANCE RELATED TO THE STRUCTURAL INTEGRITY OF THE PIPE OR THE SOUNDNESS OF PIPE JOINT CONNECTIONS IS BEYOND THE SCOPE OF THIS GUIDE. PROJECT No.: SEQ. No.: DATE: as a service to the project owner, engineer and contractor by C ~1~NTECH® A~l~ .. IT~AU® DY052663 Diversified Pacific Communities, Walnut Ave, Fontana Conlech Engineered Solutions LLC ("Contech"). Neither this 36789 52663 1/15/2025 drawing, nor any part thereof, may be used, reproduced or ~i,-~~~ri i ~"'" modified in any manner without the prior written consent of CMP-7 Inf /Ret System DESIGNED: DRAWN: Contech. Failure to comply is done at the user's own risk and ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS DYO DYO Contech expressly disdaims any liability or responsibility for suchuse. CHECKED: APPROVED: www.ContechES.com Fontana, CA If discrepancies between the supplied information upon which CONTECH I DYO DYO the drawing is based and actual field conditions are encountered 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 DYODS as site work progresses, these discrepancies must be reported DETENTION SYSTEM SHEET NO.: to Contech immediately for re-evaluation of the design. Contech 800-338-1122 513-645-7000 513-645-7993 FAX DRAWING accepts no liability for designs based on missing, incomplete or DATE REVISION DESCRIPTION BY 1 inaccurate information suoolied bv others.