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Home My WebLink AboutSDP 2019-0009; 2051 PALOMAR AIRPORT ROAD; STORM WATER QUALITY MANAGEMENT PLAN; 2020-03-04CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) PRELIMINARY STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR 2051 PALOMAR AIRPORT RD. INSERT DRAWING No.. (SDP 2019-0009) ENGINEER OF WORK: •No.6301 *\ Ep.12131120 J JA'OB V4NDERVIS, RCE C46301 1LAIT & ASSOCIATES, INC. PREPARED FOR STEEL WAVE 4553 GLENCOE AVENUE MARINA DEL REV, CA 90292 PREPARED BY TAIT & ASSOCIATES, INC. 701 N. PARKCENTER DR. . SANTA ANA, CA 92705 .. . • • • DATE: REVISED: MAR. 4, 2020 •. • 3RD REVIEW: FEB. 61 2020 REVISED:-JAN. 22, 2020 2ND REVIEW: DEC. 23,2-014 REVISED: DEC. 17,2019 1ST REVIEW: NOV. 05, 2019 CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) PRELIMINARY STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR. 2051 PALOMAR AIRPORT RD. INSERT DRAWING No.. (SDP 2019-0009) Q0000t ENGINEER OF WORK: No. 046301 Exp.1213110 FEB Ile '4NDERVISP RCE C46301 AlT & ASSOCIATES, INC. PREPARED FOR STEEL WAVE 4553 GLENCOE AVENUE MARINA DEL REYF CA 90292 PREPARED BY TAIl & ASSOCIATES, INC.. 701 N. PARKCENTER DR. SANTA ANA, CA 92705 DATE: REVISED: MAR. 4, 2020 3RD REVIEW: FEB. 26, 2020 REVISED:-JAN. 22, 2020 2ND REVIEW: DEC.. 23, 2019 REVISED: DEC. 17,2019 18T REVIEW: NOV. 05, 2019 TABLE OF CONTENTS Certification Page Project Vicinity Map FORM E-34 Storm Water Standard Questionnaire Site Information FORM E-36 Standard Project Requirement Checklist Summary of POP Structural BMPs Attachment 1: Backup for POP Pollutant Control BMPs Attachment Ia: DMA Exhibit Attachment Ib: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment I c: Harvest and Use Feasibility Screening (when applicable) Attachment 1d: Categorization of Infiltration Feasibility Condition (when applicable) Attachment I e: Pollutant Control BMP Design Worksheets / Calculations Attachment 2: Backup for PDP Hydromodification Control Measures Attachment 2a: Hydromodification Management Exhibit Attachment 2b: Hydromodification Report Prepared by REC Consultants Appendix I: Q2 to QI 0 Comparison Tables Appendix 2: FDC Plots (log and natural "x" scale) and Flow duration Table Appendix 3: List of the "n" largest Peaks: Pre-Development and Post-Development Conditions Appendix 4: Elevations vs. Discharge curves to be used in SWMM Appendix 5: Pre & Post Development Maps, Project plan and section sketches Appendix 6: SWMM Input Data in Input Format (Existing and Proposed Models) Appendix 7: SWMM Screens and Explanation of Significant Variables Appendix 8: USDA Soil Type D Map Appendix 9: Summary Files From the SWMM Model Attachment 3: Structural BMP Maintenance Thresholds and Actions Attachment 4: Single Sheet BMP (SSBMP) Exhibit Attachment 5: Source Control BMPs Attachment 6: Additional Supporting Documentation CERTIFICATION PAGE Project Name: 2051 Palomar Airport Rd Project ID: SPD 2019-0157 I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs for this project, and that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with the requirements of the BMP Design Manual, which is based on the requirements of SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current Order. I have read and understand that the City Engineer has adopted minimum requirements for managing urban runoff, including storm water, from land development activities, as described in the BMP Design Manual. I certify that this SWQMP has been completed to the best of my ability and accurately reflects thö project being proposed and the applicable source control and site design BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the plan check review of this SWQMP by the City Engineer is confined to a review and does not relieve me, as the Engineer in Responsible Charge of design of storm water BMPs for this project, of my responsibilities for project design. RCE C46301 EXP: 12-31-20 of Work's Signature, PE Number & Expiration Date JACOB VANDERVIS Print Name TAIT & ASSOCIATES, INC. Company OCTOBER 16, 2019 Date Cit STORM WATER STANDARDS Development Services Carlsbad 1635 0y of QUESTIONNAIRE Land Development Engineering Faraday Avenue E-34 (760) 602-2750 www.carlsbadca.gov INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the 'outcome, your project will either be subject to 'STANDARD PROJECT' requirements or be subject to PRIORITY DEVELOPMENT PROJECT' (PDP) requirements. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the nuestions, please seek assistance from Land Development Engineering staff. completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: 2051 Palomar Airport Rd - PRE 2019-0008 PROJECT ID: SPD 2019-0157 ADDRESS: 2051 Palomar Airport Rd, Carlsbad, CA APN: 213-050-39 The project is (check one): 0 New Development 91 Redevelopment The total proposed disturbed area is: 31,323 ft2 (_0.72 ) acres The total proposed newly created and/or replaced impervious area is: 22,539 ft2 (_0.52 ) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SWQMP #: Then, go to Step I and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. E-34 Page 1 of 4 REV 02/16 STEP I TO BE COMPLETED FOR ALL PROJECTS determine if your project is a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building o ixi or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered "yes" to the above question, provide justification below then go to Step 5, mark the third box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): . If you answered "no" to the above question, the project is a 'development project', go to Step 2. STEP 2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; El 191 Designed and constructed to be hydraulically disconnected from paved streets or roads; C) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in o ixi accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? 0 lxi If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark the second box stating "my project is EXEMPT from PDP ..." and complete applicant information. Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): you answered "no" to the above questions, your project is not exempt from POP, go to Step 3. E-34 Page 2 of 4 REV 04/17 STEP 3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS 'a determine if your project is a POP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, 0 F1 and public development projects on public or private land. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or FK1 El more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and 0 E1 refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside 0 EXI development project includes development on any natural slope that is twenty-five percent or greater. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project El 21 site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. -. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 0 IKI 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).* Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair El 91 shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes El N RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land El 0 and are expected to generate pollutants post construction? Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 0 E1 21.203.040) 1 If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, check the first box stating "My project is a PDP ..." and complete applicant information. If you answered "no" to all of the above questions, your project is a STANDARD PROJECT.' Go to step 5, check the second box stating "My project is a STANDARO PROJECT'..." and complete applicant information. Page 3 of 4 REV 04/17 STEP - 0 BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) - - ONLY .. Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area 420,395 sq. ft. [] D Total proposed newlycreated or replaced impervious area (B) = 22,539 ' sq. ft. Percent impervious area created or replaced (B/A)*100 5.4 % If you answered "yes", the structural BMPS required for POP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP ..." and complete applicant information. If you answered "no," the structural BMP's required for POP apply to the entire development. Go to step 5, check the check the first box stating "My project is a PDP . . ." and complete applicant information. TIC I EP,,_ 4' CHECKTHE APROFRIATE BOX AND COMPLETE APPLICANT INFOMATIONt E My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. 0 My. project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' stormwater requirements of the BMP Manual. As part of these requirements, I will submit, a "Standard Project Requirement Checklist Form E-36" and incorporate low impact development strategies throughout my project. lote: FOr projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. o My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name:JACO\VAND,gRVIS, Applicant Title:ENGINEER OF RECORD Applicant Signature: Date: 12/19/2019 Environmentally Sensltle Areas include but are not limited to all Clean Water ACt section iuia, impaired water ooDles; areas uesiyriaieu db ,seea u, Qpwwa Biological Significance y the stateWater Resources control Board (Water Quality Cántrol Plan for the San Diego Basin (1994) and amendments); water bodies designated with, the RARE beneficial use by the State water Resources control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas d4sIgnate,as preserves or their equivalent under the Multi Species conservation Program within the Cities and county of San Diego; Habitat Management Plan; and bQy ther equivalent environmentally sensitive areas which have been Identified by the City. ThLc Rny for Cliv IJ'Onlv ,City Concurrence: YES NO 0 By: Date: Project ID: ..'" DI flAI17 SITE INFORMATION CHECKLIST Project Summary Information Project Name 2051 Palomar Airport Rd. Project ID SPD 2019-0157 Project Address 2051 Palomar Airport Rd. Carlsbad, CA 92011 Assessor's Parcel Number(s) (APN(s)) 213-050-39 Project Watershed (Hydrologic Unit) Carlsbad 904 Parcel Area 13.065 Acres (569,127 Square Feet) Existing Impervious Area 0.42 Acres (18,279 Square Feet) (subset of Parcel Area) Area to be disturbed by the project 0.72 Acres (31,323 Square Feet) (Project Area) Project Proposed Impervious Area 0.52 Acres (22,539 Square Feet) (subset of Project Area) Project Proposed Pervious Area 0.20 Acres (8,784 Square Feet) (subset of Project Area) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This may be less than the Parcel Area. Description of Existing Site Condition and Drainage Patterns Current Status of the Site (select all that apply): Existing development Previously graded but not built out Agricultural or other non-impervious use Vacant, undeveloped/natural Description / Additional Information: The subject property is located along the southeast side of Glencoe Palomar Airport Road in the City of Carlsbad, California. Approximately 400 feet x 400 foot square shaped building was constructed in the late 1980s. Areas include mainly urban type construction and impervious parking and hard scape areas. Existing Land Cover Includes (select all that apply): Qf Vegetative Cover Non-Vegetated Pervious Areas 4 Impervious Areas Description / Additional Information: As previously described site is mostly of urban type of development but contains landscaped islands throughout the parking areas and landscaped buffers surrounding the building. A significant amount of landscaping exists near the right of way along Palomar Airport Rd. Underlying Soil belongs to Hydrologic Soil Group (select all that apply): U NRCS Type A NRCS Type B DNRCS Type C NRCS Type D Approximate Depth to Groundwater (GW): GW Depth < 5 feet 05 feet < GW Depth <10 feet 10 feet < GW Depth <20 feet GW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): Watercourses Seeps Springs Wetlands None Description / Additional Information: No Existing Natural Hydrological Features run through our site. Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from the site? At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: The existing storm drainage conveyance is entirely urban type. The site drains to two major MS4 storm drain facilities owned and maintained by the City of Carlsbad. The two major storm drain outlets for the project site exist at the most northerly and southerly corners of the property boundary. These facilities are shown on the "City of Carlsbad MS4 Map and corresponding Drainage Areas E.2.b.(1)" which can be found in ATTACHMENT 6 of this report. The City provided as-built "DWG 502-1" and a field investigation conveys the location of the storm drain main and structures that are currently in service. Per the master drainage report and master plan of drainage facilities, the project site is within "Basin C" area of Carlsbad as shown on the "Master Plan of Drainage Facilities map Plate C-3 as shown in ATTACHMENT 6. Basin C encompasses the area of Carlsbad that drains into Encinas Creek which serves as the main collector of basin stormwater runoffs. Nearest to the most northerly property corner along Palomar Airport Road exists one of the previously mentioned MS4 drainage facilities which is a curb opening style catch basin drain inlet. Per the Carlsbad Master Drainage Map found in ATTACHMENT 6 the northerly catch basin connects to a 12" and a 15" to 24" storm drainage line which diverts stormwater runoff in the north westerly direction till it reaches a main line which flows south west to north east along Palomar Airport Rd. Runoff from there is allowed to enter an open space area just north of Palomar Airport Rd. adjacent to the project site. This open space valley is connected to a downstream culvert and then connects to a series of storm drain pipes which ultimately drain the surrounding "Basin C" areas into the Encinas Creek. Nearest to the most southerly property corner near the cul-de-sac along Corte Del Nogal exists the second MS4 drainage inlet previously mentioned. Just inside the right-of-way property line on-site exists two curb opening style catch basins on the north and south sides of the exit driveway from the site to Corte Del Nogal. The master drainage facilities map previously mentioned shows 12" and 18" storm drain lines which divert runoff in the south westerly direction directly into Encinas creek. Nearest to the most westerly property corner exists a curb opening style catch basin which receives street flows from Palomar Airport Rd. but also serves as ajunction structure for runoff received from the B(tot) DMA drainage area as shown on the SWQMP exhibit which can be found in ATTACHMENT 1 a. Runoff is conveyed through the site by means of sheet flow. At constructed and planned low points stormwater catch basins and drain inlets divert runoff towards the above mentioned MS4 facilities. Description of Proposed Site Development and Drainage Pafterns Project Description I Proposed Land Use and/or Activities: The proposed land use is an office park and vehicle park, which matches the existing land use condition. The proposed and existing site are open during regular operated business hours, typically. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): The existing site contains buildings and parking lot areas. The existing area of work contains parking areas and landscape areas. The proposed area of work is replacing landscaping with pavement, inorder to increase the total number of parking spaces, and installing new landscape areas. List/describe proposed pervious features of the project (e.g., landscape areas): Pervious features on the site consist of landscape islands areas located within the parking field. These pervious areas are covered with shrubs, trees and native drought tolerant landscaping. These areas will not allow runoff to flow over them or enter but only drain away from the pervious area. Does the project include grading and changes to site topography? c/Yes 0 No Description / Additional Information: The majority of the proposed improvements will maintain the existing drainage pattern and original line and grade. Three areas where the project is proposing to add retaining walls seen on sheets 1 and 2 of the SWQMP exhibit found in ATTACHMENT 1 will change existing site topography in order to extend or add pavement for additional parking stalls. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? o Yes Q1 No Description / Additional Information: The project will install BMPs in-line with the current storm drainage facilities therefore, no revisions will be required to the existing underground conveyance systems. The overall drainage pattern for the site will be maintained. A Hydromod detention design has been put in place to mitigate outlet flows to the MS4. See the SWQMP exhibit in ATTACHMENT 1 for additional design information in plan view. Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): 40n-site storm drain inlets Interior floor drains and elevator shaft sump pumps Interior parking garages O Need for future indoor & structural pest control 4 Landscape/Outdoor Pesticide Use C1 Pools, spas, ponds, decorative fountains, and other water features Food service 4 Refuse areas Industrial processes Outdoor storage of equipment or materials Vehicle and Equipment Cleaning Vehicle/Equipment Repair and Maintenance Fuel Dispensing Areas O Loading Docks O Fire Sprinkler Test Water Miscellaneous Drain or Wash Water qPlazas, sidewalks, and parking lots Identification of Receiving Water Pollutants of Concern Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): The project site directly diverts runoff to Encinas Creek (a non-impaired river/stream) which then diverts runoff into the Pacific Ocean List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water bodies: 303(d) Impaired Water Body Pollutant(s)/Stressor(s) TMDLs N/A N/A N/A Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP Design Manual Appendix B.6): Pollutant Not Applicable to the Project Site Anticipated from the . Project Site Also a Receiving Water Pollutant of Concern Sediment ¶1 Nutrients Heavy Metals Organic Compounds Trash & Debris Oxygen Demanding Substances ¶1/ Oil & Grease Bacteria & Viruses Pesticides Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? 4 Yes, hydromodification management flow control structural BMPs required. No, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. No, the project will discharge runoff directly to conveyance channels whose bed and bank are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides. Description / Additional Information (to be provided if a 'No' answer has been selected above): Please see Regional WMAA Areas Exempt from Hydromodification Map with project site listed in ATTACHMENT 6. HMP Report prepared by REC Consultants is located within ATTACHMENT 2b. Critical Coarse Sediment Yield Areas* *This Section only required if hydromodification management requirements apply Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? 0 Yes Qf No, No critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual been performed? 06.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite 6.2.2 Downstream Systems Sensitivity to Coarse Sediment 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite 0 No optional analyses performed, the project will avoid critical coarse sediment yield areas identified based on WMAA maps If optional analyses were performed, what is the final result? No critical coarse sediment yield areas to be protected based on verification of GLUs onsite Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. 0 Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion / Additional Information: Please see the "Potential Critical Coarse Sediment Yield Areas WMAA map with project site listed in ATTACHMENT 6 Flow Control for Post-Project Runoff* *This Section only required if hydromodification management requirements apply List and describe point(s) of compliance (POCs) for flow control for hydromodification management (see Section 6.3.1). For each POC, provide a POC identification name or number correlating to the project's HMP Exhibit and a receiving channel identification name or number correlating to the project's HMP Exhibit. POC #1 (P1) - (Services BMP DMAs A(tot) And Diverts Runoff to Encinas Creek) POC #2 (P2) - (Services BMP DMAs B(tot) And Diverts Runoff to Encinas Creek) Has a geomorphic assessment been performed for the receiving channel(s)? No, the low flow threshold is 0.1Q2 (default low flow threshold) Yes, the result is the low flow threshold is 0.1 Q2 Yes, the result is the low flow threshold is 0.3Q2 U Yes, the result is the low flow threshold is 0.5Q2 If a geomorphic assessment has been performed, provide title, date, and preparer: Discussion / Additional Information: (optional) Other Site Requirements and Constraints When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or City codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements. N/A Optional Additional Information or Continuation of Previous Sections As Needed This space provided for additional information or continuation of information from previous sections as needed. 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S S S S S E-36 Page 2 of 4 Revised 09/16 SIteesign$MPsS AIISJeveIopment,rojectsSnustSmpIementiteSiesignMPsSSD-1 hroughSSD-8S,hereppIicabIendSeasibIe.SSe& tonpIementSiteSIesign$MPsShown&iShisheckIist.S S Answerachategory3eIowursuantSo3heSoIIowing.S S provided.Iease&ddachmentsioreSpaceSeeded.S provided.S SIteSesignequirementS Applied?S SD-1 SAaintainSJaturaISrainageS'athwaysndS1ydroIogiceaturesS I!IWesSI OSIoS I D$1IA DiscussionTJustification$r$D1Sot&i1pIemented:S aturaISIrainageatternsSrheSite3aveSeen$icorporated&itoSheroposedS1esign .AostfSheS iinimizedS3he,aximumxtentossibIe.S S S SD-2onserveSJaturaIreas$oiIs,ndS/egetahonS I lilSesSi 034oS I D31/A DiscussionIjustffication$D-2Sot&npIemented:S .$oilsS ,ithinndscapedreasSearShewoposed$11provernentsShliII3emainSIndisturbedSoShe&1aximumS gxtentossibIe.S S S $ SD-3SAinimize&npervIousreaS I UJWesSI OSIoS I DS1/A DiscussionusUficationD-3Sot&npIemented:S aximizevaiIabIendscapereas$vithinSheScopeSf&nprovements.$ S S $ S SD434inimizeoiI&ompactionS I IiIWesSI 0$1oS I EJSJ/A DiscussionIjustification D4Slot&11pIemented:S treas9vith4)r6posed3andscapingShallg)e*rotet,ted3rombxcessiveg*mpactionlbpterations.S S S S S SD-53nperviousreaSispersionS I OSesSl IlISIoS I 031/A Discussion/justification$D-5SiotSiipIemented:S tndscapedgkreas9vouldbe.Separatedby$kurbs&ot&llowing9unoff3ogowlbverbr3hru*erviousS giotonsts&omnteringreasSvhichreSinsafe.S S 3 S S E-36 Page 3 of 4 Revised 09/16 Site$)eslgneguirementcontinued)S Applled?S SD-65unoff$ollectionS I oS'esSl 11S1oS 1031 Discussion/justificationSD-6Siot&nplemented:S 1, ffectivefiltraitonfStorm$unoffSvould3e3iegligableSinceSheSvorkSpreadSut3itoSnanyS sections$f3herojectrea.S S SD-7&andscaping3iith31ative3r5)roughtffolerant$peciesS I IlSesSi D31oS I 031/Al DiscussionfjustffiationD-7Sot&iiplemented:S lant$st3ippendix.20 within the BMP design manual S S S S SD-89Iarvesting&ndSJsingSrecipitationS I DWesSI 11310$ I 031/Al DiscussionTjustification$D-8SotSnplemented:S .S S S. S . S E-36 Page 4 of 4 Revised 09/16 PDP Structural BMPs All POPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of POP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s). PDP structural BMPs must be verified by the City at the completion of construction. This may include requiring the project owner or project owner's representative to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). POP structural BMPs must be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the BMP Design Manual). Use this form to provide narrative description of the general strategy for structural BMP implementation at the project site in the box below. Then complete the POP structural BMP summary information sheet for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP). Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated together or separate. Harvest & Use was deemed infeasible per FORM I-i (Harvest & Use Feasibility Screening) which can be found in ATTACHMENT1c. The results of this screening were as follows: use is .960 gallons per acre per 36 hour period. The site is 0.01 5(irrigated area AC)*390(GAL/AC) = 0.015(0.214 AC)*390(GALJAC) = 1.25 GAL or 0.167 CF --> 0.25(DVC) = 233.5 CF Infiltration was deemed infeasible per FORM I-B (Infiltration Feasibility Screening) and FORM 1-9 Infiltration Factor of Safety) Found in ATTACHMENT id. The results of this screening were as follows: - - - Combined Safety Factor, S,,,,,= SAX S13 3.06 -3.0 Observed Infiltration Rate, inch/hr, USE BORINGS P3 (corrected for test-specific bias) P-3&P-1 PER 0.49TESTING 0.49 0.55 Design Infiltration Ratc, in/hr, K&,i, = / S,,,j 0.163 0.183 [Continued from previous page - This page is reserved for continuation of description of general strategy for structural BMP implementation at the site.1 Infiltration was overall deemed infeasible based on known geological conditions see Form in ATTACHMENT 1 d for details. For DMA Atot, a partial infiltration was deemed feasible by the geotechnical engineer. See below and the geotechnical letters for additional information. Due to infiltration BMPs being partially feasible for DMA Atot, the next viable option would be Bio-Filtraiton BMPs. It was first checked that a traditional Biofiltration Basin would be feasible. Following BMP fact sheet BF-1 and worksheets B.5-1 (found in ATTACHMENT le) it was concluded that a traditional Biofiltration Basin footprint would not fit along with other constraints which are outlined in an exhibit found in ATTACHMENT 1 e. The calculated footprint using the simple sizing method for Biofiltration BMPs was as follows. Atot=1 470 sf and Btot=91 6 sf. The setback requirement from the right of way along the frontage is 40' which eliminates possibilities of placing BMPs and a corresponding Retaining Wall in that location. To the east adjacent to the proposed retaining wall there is 1442 sf of landscape which would be minimized after adding retaining walls and side slopes to make the basin fit in that location. The next viable option would be a proprietary Biofiltration BMP in conjuction with a partial infiltration condition. For additional information on the partial infiltration condition, see the next sheet. Following BMP fact sheet BF-5, included in ATTACHMENT le, Proprietary systems are sized with flow based sizing per Worksheet B.6-1 ,which can be found in ATTACHMENT 1 as well. The proposed project site has 6 DMAs "Drainage Management Areas'. Most improvements consists of landscaped islands being reconfigured to maximize parking spaces and traffic flow. Much of the work will consist of saw-cutting existing pavement sections, removing existing landscape islands, installing new landscape islands, and installing new pavement. The proposed work will maintain the line and grade of the site, to the maximum extent practical. The proprietary Bio-Filtration units were designed using the Flow-Thru Sizing for Proprietary. Biofiltration BMPs worksheet B.6.3 found in ATTACHMENT le. The proprietary treatment devices will be equipped with an internal bypass which will allow all flows over the required treatment flow rate to exit directly into the detention systems and ultimately into the public storm drains. All treatment flows will be diverted towards the downstream detention/retention systems. In an effort to satisfy treatment and hydromodification requirements downstream of the proprietary Bio-Filtration Modular Wetlands treatment devices, will be ADS detention pipes fitted with a designed orifice plate which will sit at the end of the detention pipe inside of a rectangular concrete box fitted with a servicing manhole on top. Stage storage and orifice calculations were performed and can be found in ATTACHMENT 2. Due to the varying locations of these improvements, structural BMPs will be placed downstream in order to treat the required DCV's and first flush events. 0,3wd0wn Thne [Continued from previous page - This page is reserved for continuation of description of general strategy for structural BMP implementation at the site.] BMPs A-i & A-2 BMP A-2 will utilize Bio-Filtration BMP's with a downstream retention/detention system. In an effort to satisfy the MS4 permit to the maximum extent possible the detention pipe for BMP A-2 will be perforated to allow for the partial infiltration condition. BMP A-2 will utilize 2-48' diameter Perforated ADS N-i 2 pipes 75 FT each in length. The BMP section will consist of gravel surrounding the pipe to allow for treatment volume to fill up in the available pore space and infiltrate at the calculated rate of 0.163 in/hr as shown on FORM 1-9 in ATTACHMENT id. Assuming an infiltration of 0.49 in/hr, a SF=3, a design infiltration rate of 0.163 in/hr, a drawdown time of 72 hours, the total depth of the water that can infiltrate is 11.76" depth - 12' or 1 FT. A gravel section of 30" with a pore space factor=0.4 would be able to hold a depth of 12" volume of water. The infiltrating surface area of the gravel footprint (see sketch below) would be 77 FT x 11 FT = 847 SF, and the volume would be 847 SF x 12" (1 FT) = 847 CF. For a drawdown time of 72 hours (estimated, the exact value would be 300.4/0.163=73.5 hrs), and according to Figure B.4-1, with a 80% capture and drawdown time of 73.5 hours, the fraction of the design capture volume (F-DCV) - 1.40. Therefore, the 847 CF are equivalent to 847/1.4=605 CF of the DCV (if the drawdown time were 36 hrs). According to figure B.4-1, 605 CF drawing down in 36 hrs is equivalent to 847 CF drawing down in 73.5 hrs. in continuous simulation because for constant volume the longer it takes to drain a BMP the more likely an overflow will occur. In this case, it is easier to accommodate 847 CF drawing down in 73.5 hrs (a little over double the depth) than 605 CF draining in 36 hrs. The 605 CF of volume of equivalent DCV is slightly larger than the DCV of DMAs Al +A3+A4+A5 (313+161+17+101=593). Therefore, the 30" of gravel under the pipes are sufficient for infiltration of the DCV of Al, A3, A4 & AS. These areas will receive the equivalent of infiltration treatment. In regards to the remaining A DMA areas (A6 & A7) these will be compensated by the biofiltraiton treatment of the Proprietary Bio-Filtration BMP because A2>A6+A7 (recall Al & A2) drain to the Bio-Filtration Unit). Al will receive double treatment. In addition, as A2>A3+.. .+A7, the equivalence is similar to a situation where Al, A3,A4 & A5 are receiving double treatment (biofiltraion first, and infiltration later) and A6+A7 are receiving biofiltraiton treatment only. 1' ' i 4' I - O) . C AP S a C (Gve9 S. 2.S =30 (oremm) I I Is. pow ORION N fflfl II'ir- 0.2 0.4 0.6 0.6 2 12 L4 1.6 13 FrtIon of DuI3n Capture Volume Figure 8.4-I: Pereen Cnpnure omegraph [Continued from previous page - This page is reserved for continuation of description of general strategy for structural BMP implementation at the site.] BMP B-i & B-2 In regards to DMAs Bi & B2, they will be treated by the proprietary bio-filtartion unit, while B2 (treated by the bio-filtraiton unit) will compensate for B3 & B4 as 132>133+134. Infiltration & Partial Infiltration is not feasible in this area because of the large slope in the location of the detention pipe adjacent to Palomar Airport Rd. Therefore, gravel encasement for the other pipe is not needed and a solid (non-perforated) detention pipe will be utilized. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. A-I --> I ST BMP IN A TREATMENT TRAIN TO TREAT DMA Al DWG Sheet No. I AND DMA A2 (DMA A-2 COMPENSATES Type of structural BMP: FOR DMAs A3-A7) O Retention by harvest and use (HU-l) Retention by infiltration basin (IN F-1) Retention by bioretention (IN F-2) Retention by permeable pavement (INF-3) 0 Partial retention by biofiltration with partial retention (PR-1) X Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management 0 Other (describe in discussion section below) Purpose: X Pollutant control only El Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): BMP A-1 Modular Wetlands System - Proprietary Bio-Filtration BMP Model No. MWS-L-8-1 6-4-6.5-C (Curb Inlet Style Opening) MAX. Treatment Flowrate = 0.346 CFS It should be understood that BMP A-i will serve as the first pollutant control BMP in a treatment train which includes infiltration of runoff downstream servicing Point of Compliance No. 1 or (P1) as noted on the plan. BMP A-i Will be directly treating runoff from DMA areas Al & A2. DMA Al includes areas that will be disturbed by the proposed development while areas A2 will not be disturbed but will be treated to compensate for areas A3+A4+A5+A6+A7 Such that the combined treatment flows for A3+A4+A5+A6+A7 <A2. Although DMA areas A3+A4+A5+A6+A7 will be disturbed it is not physically possible to combine runoff from these areas into one BMP which is the reason for the compensation method chosen. Additionally areas Al +A3+A4+A5 will be infiltrated and bio-filtered. TREATMENT FLOWRATES: A2=0.277 CFS A3+A4+A5+A6+A7=0.021 +0.002+0.013+0.010+0.013=0.059 CFS CHECK TREATMENT AREA COMPENSATION 0.277 CFS > 0.059 CFS ......O.K. TREATMENT FLOWS RECEIVED BY BMP A-i Al +A2=0.040+0.277=0.31 7 CFS CHECK MAX TREATMENT FLOWRATE OF BMP 0.346 CFS > 0.317 CFS .....O.K. Please see DMA exhibit in ATTACHMENT 1 for visual explanation of DMAs and calculations. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. A-2 --> 2ND BMP IN A TREATMENT TRAIN TO TREAT DMA Al DWG Sheet No. 1 AND A2. (DMA A2 COMPENSATES FOR DMA Type of structural BMP: A3 TO A7) AND SERVES AS THE HYDROMOD Retention by harvest and use (HU-1) FACILITY FOR Al & A2 X Retention by infiltration basin (INF-l) Retention by bioretention (INF-2) Retention by permeable pavement (lNF-3) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) X Detention pond or vault for hydromodification management O Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): ADS N-12 Perforated detention pipe. Pipe length=150 LF or (205 LF) Pipe Diameter=48" Pipe section shall be encased in 1' of gravel above the top of pipe, i' of gravel on the sides and 2.5' of gravel beneath the pipe with an impermeable liner on the top and sides of the gravel section to direct infiltration in the downward direction to avoid causing lateral earth pressures on the adjacent retaining wall footings. BMP will be constructed with a designed metallic end plate or concrete walled orifice plate to control outlet flows to. conform to the 10% Q2-Q10 mitigation flow rates. Please see the Hydro-modification report in ATTACHMENT 2b prepared by REC Consultants And the orifice plate detail on the SWQMP Exhibit in Attachment ia. The infiltrating surface area of the BMP will be equal to 847 SF and allowed to infiltrate a depth of 12" of runoff which would equal 847 CF of treatment volume which is equivalent to the DCV of DMAs Al +A3+A4+A5. In essence these DMAs will be receiving double treatment because that 847 CF will all ready have been treated by the upstream bio-filtraiton BMP A-i. This is the second BMP in the treatment train to treat DMAs Al & A2. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. B-I --> BMP TO TREAT DMAs Bi & 132. (DMA B2 COMPENSATES DWG Sheet No. 2 FOR DMAs 133 & 134) Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-I) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) 0 Partial retention by biofiltration with partial retention (PR-1) X Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: X Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): BMP B-i Modular Wetlands System - Proprietary Bio-Filtration BMP Model No. MWS-L-8-8-5'-6"-V-HC (Vault Style BMP with Piped Inlet) MAX. Treatment Flowrate = 0.237 CFS It should be understood that BMP B-i will serve as the main pollutant control BMP servicing Point of Compliance No. 2 or (132) as noted on the plan. BMP B-i Will be servicing & treating runoff from DMA areas Bi & B2. DMA Bi includes areas that will be disturbed by the proposed development while areas B2 will not be disturbed but will be treated to compensate for areas 133+134 or (Bpal,tot) Such that the combined treatment flows for 133+134 < B2. Although DMA areas B3 will be disturbed it is not physically possible to combine runoff from these areas into one BMP. TREATMENT FLOWRATES: B2=0.189CFS 133+134=0.022+0.064=0.086 CFS CHECK TREATMENT AREA COMPENSATION 0.189 CFS > 0.086 CFS ......O.K. TREATMENT FLOWS RECEIVED BY BMP B-i 131+132=0.025+0.189=0.214 CFS CHECK MAX TREATMENT FLOWRATE OF BMP 0.237 CFS > 0.214 CFS .....O.K. Please see DMA exhibit in ATTACHMENT 1 for visual explanation of DMAs and calculations. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. B-2 -HYDROMODIFICATION FACILITY FOR DMAs BI & B2 DWG Sheet No. 1 (DMA B2 COMPENSATES FOR DMAs B3 & 134.) Type of structural BMP: Retention by harvest and use (H U-1) Retention by infiltration basin (IN F-1) Retention by bioretention (IN F-2) D Retention by permeable pavement (INF-3) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) C1 Flow-thru treatment control included as pre-treatmentlforebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or . biofiltration BMP it serves in discussion section below) IDetention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only FHydromodification control only D Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): ADS N-12 Smooth interior detention pipe. Pipe length=70 LF Pipe Diameter=48" Constructed with a designed metallic plate or concrete walled orifice plate to control outlet flows to conform to the 10% Q2-Q10 mitigation flow rates. Please see the Hydro-modification report in ATTACHMENT 2 prepared by REC Consultants. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] BMP ID No. 8-3 -LID/PRE-TREATMENT BMP (FOR DMAs BI & 132) DWG Sheet No. 2 Type of structural BMP- 0 Retention by harvest and use (H U-1) 0 Retention by infiltration basin (IN F-1) Retention by bioretention (INF-2) Retention by permeable pavement (lNF-3) Partial retention by biofiltration with partial retention (PRA) O Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) D Detention pond or vault for hydromodification management X Other (describe in discussion section below) Purpose: Pollutant control only O Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): BIO-CLEAN SCREENING FILTER - Trash Capture Model No. BIO-GRATE-MLS 24-42-24 BMP will be inserted into existing catch basin to serve as a pre-treatment to prevent trash and other large debris from entering the proprietary BMP designated as BMP B-i. Runoff will first be run through the screening filter first then the proprietary bio-filtraiton system then the detention system. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] BMP ID No. C-I -LID FOR DMAs 133 & B4 DWG Sheet No. 2 -NOTE: DMA 132 COMPENSATES FOR DMAs Type of structural BMP: 63 & 134 FOR TREATMENT & HYDRO- 0 Retention by harvest and use (HU-I) MODIFICATION COMPLIANCE. D Retention by infiltration basin (IN F-1) 0 Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) O Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control O Pre-treatment/forebay for another structural BMP IXOther (describe in discussion section below) Discussion (as needed): FloGard Catch Basin Filter Insert USED AS LID For additional pre-treatment to area not being directly treated (DMAs Bpal,tot) Model NO. FF-24D Treatment Flowrate: 2.0 CFS Max. Bypass Flowrate: 6.0 CFS CHECK CONTRIBUTING TREATMENT FLOWRATES: 133+134 (Bpal,tot) = 0.022+0.064=0.086 CFS CHECK TREATMENT FLOW OF FILTER INSERT 2.0 CFS > 0.086 CFS ......O.K. See DMA exhibit for further details and specification found in ATTACHMENT 1. BMP C-i is being included in order to mitigate the proposed development to the maximum extent possible regardless of the runoff being treated by BMP B-i which is already compensating for DMAs 133+134 NOTE: Atot A1+A2 (IMP AREA=50,931 SF) BEING TREATED IN LIEU OF A1+A3+A4+A5+A6+A7 (IMP AREA=15,254 SF) Btot= BI +132 (IMP AREA34,260 SF) BEING TREATED IN LIEU OF 131+B3+B4 (IMP AREA= 17,125 SF) B pal,tot=B3+B4 (IMP AREA=13,153 SF) BEING TREATED WITH PRE-TREATMENT AND COMPENSATED FOR IN Btot TREATMENT VOLUME. ATTACHMENT I BACKUP FOR PDP POLLUTANT CONTROL BMPS This is the cover sheet for Attachment I. Check which Items are Included behind this cover sheet: Attachment Contents Checklist Sequence Attachment 1 DMA Exhibit (Required) 4 Included See DMA Exhibit Checklist on the back of this Attachment cover sheet. (24"x36" Exhibit typically required) Attachment lb Tabular Summary of DMAs Showing 4 Included on DMA Exhibit in DMA ID matching DMA Exhibit, DMA Attachment 1 Area, and DMA Type (Required)* 4 Included as Attachment 1 b, separate from DMA Exhibit *Provide table in this Attachment OR on DMA Exhibit in Attachment la Attachment Ic Form 1-7, Harvest and Use Feasibility ijincluded Screening Checklist (Required unless o Not included because the entire the entire project will use infiltration project will use infiltration BMPs BMPs) Refer to Appendix B.3-1 of the BMP Design Manual to complete Form 1-7. Attachment Id Form 1-8, Categorization of Infiltration QfIncluded Feasibility Condition (Required unless 0 Not included because the entire the project will use harvest and use project will use harvest and use BMPs) BMPs Refer to Appendices C and 0 of the BMP Design Manual to complete Form 1-8. Attachment le Pollutant Control BMP Design 4 Included Worksheets! Calculations (Required) Refer to Appendices B and E of the BMP Design Manual for structural pollutant control BMP design guidelines Use this checklist to ensure the required information has been included on the DMA Exhibit: The DMA Exhibit must identify: 4 Underlying hydrologic soil group Approximate depth to groundwater N/A LI Existing natural hydrologic features (watercourses, seeps, springs, wetlands) N/A LI Critical coarse sediment yield areas to be protected (if present) qExisting topography and impervious areas qExisting and proposed site drainage network and connections to drainage offsite 4 Proposed grading Proposed impervious features Proposed design features and surface treatments used to minimize imperviousness 4Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self-mitigating) Structural BMPs (identify location and type of BMP) ATTACHMENT la SWQMP DMA EXHIBIT SDP 2019-0009 j B. 3,972 0.091 0.65 0 0,01201 3972 0.691 • L. i 4-L ._ PROTE CTEX.lr / PROP. 6' RETAINING WALL STORM DRAIN -53 5,917 136 060 31D RIGINXTES 01 COLLECTING ROOF-/'/ PER SPECIAL DESIGN EE 0-022 1& DRAINAGE) RETAINING WALL F~A , .-.-, ( I I I 4,610 fifTh 055 1'-11 0033 2152 0073 69 0b5 0 162 0.021 / / Area (SF) Area (AC) Impervious RUnffCOEI. I I Il / ___________ i1v .. _ PROPOSED_ DMA _SUMMARY 85th ImpeMo lrnpervio Area FLOW Area ID Area (sf) Area (ac) percentile Pervious Pervi ous us Area u5Are Percent wj-tei a Sail Type (Q) DCV(cf) TI-IRU / I / depth (in) (SF) (AC) SWOMP (cfs) j / Al 7,713 0.177 0.55 1443 Cl 03 h270 Cl lii 311 0.75 313 0 0-i2 A -4651 1.025 c 65 0 0. OPO A"I 6 6 1. 025 ir'r 090 0 2177 0.2T7 1 / / Ad 47 0.011 0.55 151 O.0O3 335 0,008 59 1165 0 17 0.02 A.. 2.956 0.062 0.05 1009 0.023 1958 0.645 55 0.53 D 1101 0.013 ii / 2,669 0.051 0.65 11158 0.027 1511 0.035 57 0.55 0 50 0.010 - 2,989 0.069 055 972 0.022 201 0P5 67 0.64 F) 114 0013 I I SEE SHEET 2-\ LU L4 I 4 1 -8 \ 44 a C I • LLL - _ - - - - - - - - - Lill PARCEL 'A' 27P ROAD FhU1 ) V( SEE SHEET ..1II1iIlI1IiIi:1IillL, HEREON IWJLLIJOY'uj4J.0 7 0) Ct.- 11 - lIIiiIi Ii1Ii!iI1. z - - - - - - tihr61FfiFft S_ - 0 SEE SE2 ':- -. I 5 ., • •..N,N-'-' II / ,-" / I ''/ - ';-. . -- I, __ - - 1' L 0.h 0.[} jc,10 6.226 I) 5c 0 600 0.tI-Th 52 06 Lij tH 00 __________- / 98077 IMPERVIOUS, AREA(SF) 95,191 PERVIOUS AREA (SF) 2996 Aj+Aij+A4tA,+A_5+A~+B 1+93 31323 D-7 -_,g)) - - - AC 202 ACRES 16 007 ArR 072 \ SHEET INDEX MAP . . __- '----:I --- - / --- I \ - SCALE 1"=200' _C4 JbI IN FEET 1 INCH 20 FEET ) • - A5 C"i I TOT VOLUME & FLOW RATE: CALUCLATIONS CONT'D.: I.DMA A i 20 / ?cRM DR~IN 'TS D-4 I I '- /" SD-4 -- \. C RUNOFF FACTOR SF/Ac X 1/12 IN/FT DCVB = 0.64 X 0.65 X 0.069 X 43560 X 1/12 00 I -{sc-i)- 1-{sc-i) I / 1-(sc-i) I / DRAINAGE)' 'SC-1 ) " 1-(SC-i) \ I sc-i / d = 85TH PERCENTILE, 24 HR STORM EVENT DCV8 = 104 cu-FT __ I ! __ __ I'Q ___ 'I i----..-...----- / \_..V. / A=TRIBIJTARYAREA(ACRES) coQB=iX(O.64X0.2X0.069)*i.5 , - - - i- - I II I I ' I _ -_- ---J --'ç - -. /K43 Q - 0 013 CFS ° 2 AF ADJUSTMENT FACTOR WORKSHEET B.6-1 11 1 0.2 IN/HR WORKSHEET B.6-1 DCV = 194 CU-FT IIPA I rPA 1 I ' PA 'iJ r;-_-- I A = TRIBUTARY AREA (ACRES) Q = 1 X (090 X 02 X 0091)*15 8 CON / LIMITS OF Q=OO25CFS 0)0 FOR USE IN BIOFITRATION SYSTEMS THE TREATMENT PROP. 6' RETAINING WA w FLOW RATE MUST BE INCREASE BY 1.5 TIMES V PER SPECIAL DESIGN SE RETAINING WALL PLANS DMA A Cn A1 055x065x0136x43560x1/12 8 / ----/ :' DCV = 313CUFT DCV =176CU-FT Q = 1 X (0.75 X 0.2 X 0 177)*i Q = 1 X (0.55 X 02 X 0 136)*i 5 I'------ / I \-7_---1;.T Q=OO4O CFS QOO22 CFS 11.11 V V / I III....11/ I /' / -; •... E PRECISE GRADING P S DMA _A i / I I cfi F A7' ND ELEVA11ONINS1RU ONS DCV =090 X 065 X 1.025 X 43560 X 1/12 DCV =068 X 065 X 0.310 X 43560 X 1/12 DCV = 2177 CU-FT DCV = 500 CU-FT PERFORATED DETENTI P10 Q 0.277 CFS N7 Ij SD-4 PA 1 - /_4 PA / , PROTECTEX42" PVC / fL=2x75' THpRIACE PLATE E '392 Q = 0064 CFS EM _AA TOT R ME 0=48" COLLECTING ROOF E-ROUITED_ 'tb 16=1-4 7F PETA ON t DRAINAGE) CFS SEf DCV 162 CU-FT DCV 2491 CU-FT Q 0.021 CFS D. J Z_ JUNCTION STRUCTU Q 0.317 CFS SC-1 INLET WITH ORIFICE PLA PROTECT EX. 12" ACP S ./SD-1- PER SAN DIEGO STORM DRAIN LINE PER DMA A4 T SD-4 S D-4 DETAIL 3 ON SH -PROTECT EX. CURB INLET DCV = 1678 CU-FT ------------- 0 / ( OUThETPIPE(P3) D-2 PER DWG. NO. 205-1 Q = 0.213 CFS - I I I , DETENTION RIM=26977 DMA A5 DMA > NE-A\\ 'I ' ToT ROPRITARY bIO-n -T ç ' /' 's I UThETI 2 -'OINT OF DCV = 0.63 X 0.65 X 0.068 X 43560 X 1/12 DCV X 0.65 X 0.446 X 43560 X 1/12 I SEE bETAILI1\ONISHEET6 / / PROTECT EX. CURB Q=0.013CF5 Q=O.O86CFS F- \ \ ¶ ' I Uz.. I E I r F- I • . I i I I :. - - TI 'I - I - - -- - -UT / / .': 'S 1 INLET WD' "" SD - w - -' - - -V (J / -- "S -- - -- - ' - 5/ "' TYPE " DMAA - w - .V-,... - -" - TJTTii --------- ---- - _--- -K / / COUNTY STD. D-2 6 / CD Oc >zo - - -- - ------ / DCV=055X065X0061X43560X1112 - -- --- - - =--=- - --_- - i -=-_-- --- - - -_---- ------'- -- -_-=---------__--_- ---=--- - - =---=- - -- - -------=PR0TEcT EX -- - - / PER LVT7 iw u..i-i PROTECT EX I - - - N ---- - - - _L-7MANHOLPER ..VDWG 'PROTEC - RIM=269 77 18" ACP STORM \ 1 X(055x 02 X 0061 )*i 5 >< w < DRAINAGE LINE Q = 0.010 CFS W PER CORTE DEL DMA A INFORMATION: A ''O' -- L=248.66' NOGAL IMPROVEMENT LU i- lvii-'. il'I iVIi-ti I I'J. - LEGEND: / R=55.00 N \ PLAN DWG. NO. \ ' LLOO ip ---_- =25902'08" N. 208-2 r- '- Ir5' 'iKlt DMAs A & D CONTAIN BOTH SOILS TYPE B & I I-..: u', --':.\''J FULL DEPTH ASPHALT PAVEMENT 120 PROPOSED CONTOURS 5N \ .. 04 D ALL OTHER DMAs CONTAIN SOIL TYPE D I ' C.3"\ PROPOSED LANDSCAPE AREA (xxX.XX)FS EXISTING ELEVATIONS APPROXIMATE DEPTH TO GROUNDWATER: GROUNDWATER GREATER THAN 30' BELOW fyV 5 $ \\ \ .'. I I GRADE (' L- PROPOSED HARDSCAPE IMPROVEMENT XXX.XX FS PROPOSED ELEVATIONSvwv EXISTING NATURAL HYDROLOGIC FEATURES: NONE OW, TING AC PAVEMENT 2" MIN. PROPOSED RETAINING WALL GRIND EXIS ___________ PROPOSED DESIGN SURFACE TREATMENTS: PROPRIETARY BIO-FILTRATION I - - - MITIGATION AREA LIMITS SD PIPE FLOW ARROWS I I I POTENTIAL POLLUTANT SOURCE AREAS: TRASH AREAS, PARKING LOTS I I \ Lu FLOW PATH " - - I A DRAINAGE AREA I EXISTING DRAINAGE OFFSITE (DRAIN TO 'rnr', c'rpi- A DRAIN V ' '' EXISTING CONTOURS ii PACIFIC OCEAN): STORM LhIUVI llNfrkll'4 STENCIL - V , V VVV5 0 357 ACREAGE NTS \ I SITE DOES NOT LIE WITHIN CRITICAL COARSE -.....---. DRAINAGE PATTERN CRITICAL COARSE SEDIMENT YIELD AREA: SEDIMENT YIELD AREA. SEE EXHIBIT IN MITIGATION AREA DISTURBED AREA __ 0 STORM PIPE TABLE _DRAIN PIPE DIAMETER (IN) SLOPE (%) LENGTH (FT) REQ. CAPACITY (CFS) % FULL (DEPTH/DIA.) P1 12 25.40% 24.9 6.85 41% P2 12 0.50% 22.8 1.24 48% P3 12 2.75% 23.6 6.85 92% P4 12 25.90% 26.0 16.48 70% P5 24 050% 303 1 1847 90% P6 12 1.57% 5.0 4.65 79% P7 12 1.70% 34.2 4.65 76% P8 12 1.75% 17.3 4.65 75% P9 12 23.50% 19.9 4.65 34% P10 12 1.75% 4,9. 4.65 75% P11 12 6.18% 16.1 4.65 49% -J ci LCD (N 0 0 N N '•_'•__5. CL '-' (1') SOURCE CONTROL & SITE DESIGN BMPs: PROTECT TRASH STORAGE AREAS FROM RAINFALL, CONSERVE NATURAL AREAS, SOILS AND 0 -z,- z SC-5 SD-2 Uj RUNOFF, AND WIND DISPERSAL VEGETATION Z ' ' Q o PREVENTION OF ILLICIT DISCHARGES INTO THE MS4 INCLUDING BUT NOT LIMITED TO EFFICIENT SC-6 ON-SITE STORM DRAIN INLETS, LANDSCAPE AND SD-3 MINIMIZE IMPERVIOUS AREA SC-1 IRRIGATION, DISPERSION OF NON STORMWATER PARKING LOTS. DISCHARGE AND CONTROLLING WASH WATER FROM SD-4 MINIMIZE SOIL COMPACTION. VEHICLE WASHING. WASTE HANDLING AND DISPOSAL (SEE CASQA FACT SC-34 SHEETS IN ATTACHMENT SECTIONS OF WQMP SD-7 LANDSCAPING WITH NATIVE OR DROUGHT TOLERANT SC-2 STORM DRAIN STENCILING OR SIGNAGE REPORT FOR MOR INFORMATION). SPECIES PROTECT OUTDOOR MATERIAL STORAGE AREAS DRAINAGE SYSTEM MAINTENANCE (SEE CASQA FACT I SC-3 FROM RAINFALL, RUNO-ON, RUNOFF, WIND 5C44 SHEETS IN ATTACHMENT SECTIONS OF WQMP DISPERSAL REPORT FOR MOR INFORMATION). DMA EXHIBIT TABLE DMA ID No. DMA SF AC CORRESPONDING TYPE BMP i MODEL OR SIZE OF BMP ID NO: BMP (CFS) A101 52,374 1.202 A-I PROPRIETARY MWS-L-8-12--C 1310-FILTRATION 0.346 CFS A101 52,374 1.202 A-2 INFILTRATION& - - 0-48 L= 150' FLOW CONTROL BMP BTQT 35,703 0.820 B-I PROPRIETARY MWS-L-8-8-V-HC 1310-FILTRATION 0.238 CFS B101 35,703 0.820 B-2 FLOW CONTROL BMP 048' L=70 BPAL 101 19,435 0.446 i PRE-TREATMENT FLOGARD FILTER FF-24D (LID) 2.0 CFS B101 35,703 0.820 1 B-3 PRE-TREATMENT INLET FILTER (LID) 1310-GRATE-MLS 24-42-24 ATTACHMENT 1 OF WQMP REPORT. / 88,077 SF OR 2.02 AC IMPERVIOUS % PERVIOUS % EXISTING CONDITIONS 77,102 SF or 1.77 AC 88 10,975 SF or 0.25 AC 12 PROPOSED CONDITIONS 85,191 SF or 1.96 AC 97 2,886 SF or 0.07 AC 3 31,323 SF OR 0.72 AC IMPERVIOUS % PERVIOUS EXISTING CONDITIONS 18,279 SF or 0.42 AC 58 13,044 SF or 0.30 AC 42 PROPOSED CONDITIONS 22,539 SF or 0.52 AC 72 8,784 SF or 0.20 AC 28 T MO No. C46301 EXP. 12-31-20 OF OF 5 SDP 2019-0009 '-I SEE SHEET LU -'. - HEREON Tfitr ?-------. c - 44 iLl ci / I LWLLWJ - / I r L'X - - - - - - - I •+- - - ci I I I ci PARc 'A I PARCEL 2OPALC',44flAWITROAD I SEE SHEET b 11111111111111111111 fU -- / L SEE S O 4~ =;;tjER, 17- TJP77N i N -- I - W - - BMP B 0 p1Et119NI 4E1 FIPjjjjj / f PROPRIETARY BtO-RLTR1ON 0.. OVER FLOW I 'J/ IMAX. TREATMENT 4 & 'T' I 0 F IOA1 0 N CL PER PROPC E. 2"APSM \ 41 SED51Y V ' Af%L rnL I DTEN1ON/QVERFLbW INLETIPE çP6) 1 Z - - I; L11_ I I L________ '\,i • N jI N I I - / I (I /1 / (I rBTOT DRIVE ENTRY " PIR PiACIIAL O' RET; DESIGN ING ALL 0 82 • TAINIt _WA PLANT I I I I 000 EE1 PIEdJSE GRAM / SALLAT1O AND 'c TN1!k - RbPL6 OETAII IA1Nq WALE ER DETENTION P RE W/ )RIFIC C,) z 0 C,) z- 0 -w 0 0 (I) Ui 0 DMA EXHIBIT TABLE DMA ID No. DMA SF AC CORRESPONDING BMP TYPE MODEL OR SIZE OF BMP ID NO: BMP (CFS) A101 52374 1.202 A-I PROPRIETARY MWS-L-8-12--C BIO-FILTRATION 0.346 CFS ATOT 52,374 1.202 A-2 INFILTRATION & 048" L=150' FLOW CONTROL BMP B101 3 5,703 0.820 B-I PROPRIETARY MWS-L-8-8-V-HC BIO-FILTRATION 0.238 CFS B101 35,703 0.820 B-2 FLOW CONTROL BMP 0=48" L=70' BpALT0T 19435 , 0.446 C-I PRE-TREATMENT FLOGARD FILTER FF-24D (LID) 2.0 CFS BToT 35, 03 0.820 B-3 PRE-TREATMENT INLET FILTER (LID) I BIO-GRATE-MLS 24-42-24 IT1TT'TT nh' TThT'Th,.i'I. -1 SHEET INDEX MAP\ SCALE 1"=200' SOURCE CONTROL & SITE DESIGN BMPs: PREVENTION OF ILLICIT DISCHARGES INTO THE MS4 SC-1 INCLUDING BUT NOT LIMITED TO EFFICIENT IRRIGATION, 'I DISPERSION OF NON STORMWATER DISCHARGE AND - CONTROLLING WASH WATER FROM VEHICLE WASHING. SC-2 STORM DRAIN STENCILING OR SIGNAGE. PROTECT OUTDOOR MATERIAL STORAGE AREAS FROM SC-3 RAINFALL, RUNO-ON, RUNOFF, WIND DISPERSAL. PROTECT TRASH STORAGE AREAS FROM RAINFALL, SC-5 RUNOFF, AND WIND DISPERSAL. ON-SITE STORM DRAIN INLETS, LANDSCAPE AND PARKING SC -6 LOTS. ,•• 1rr v I I OUTLET PI E\ / • _ .- I- DiAIN Ur1E IER DWG r ö,ioi1- 1 I(b)I \.MWS UNIT EQUIPPED-WITH A-\ - - - -- -. --------. - JftOMPACE# HIGHLOW - BYPASS-WEIR-FO-- EXIS11NG TORM DRAIN'-' -- -•- ------ N 4Th9'52" W - \I '.CA'tCH BASIN 0Ut-TO -PRoTEc1ExcAT'H:-BAsIN -----=-- PALOMAR-IRPORT RD.- COUNTYsTD:'D7 PER DWG. NO. 205-1 B 0.45 - -___ N 4T59'52" W - - - - - - - - - - - - - - - N \ \ 1PLANS FOR SFECIFK 0 09 \ \ \ \ I PROPOSED_DMA_SUMMARY Area ID Area (st) Area (ac) 85th percentile depth (in) Pervious Area (SF) '"-'-H '!____________________ Pervious Area (AC) Inipervie us Area (SF) Impervio osAre (AC) Percent impervious AI L.1 Weig4reif Rinft ____________ Soillype DCV(cf) FLOW ThRU () (c(s) A 7,713 0 77 0 55 1443 0 03 5271 0 144 1 I] 75 D 1? 01.0 P A 445l 1525 0.615 0 1II5_ OQIJO 44651 1.025 j/)0 Si 2177 2 77 4,610 € 1fl 0.65.IA48 0 093 3162 0.073 63 1 b5 0 162 1 €121 497 0.011 0.55 151 0.f3 335 0.0GS 59 0.55 D 17 0.002 A 2,1_156 G. 059 D 1003 01323 15513 0 145 1515 fr 63 0 151 0.013 - 2559 001 055 1153 5027 1511 01135 5? 065 0 b0 00111 2,595 0,055 0.55 572 0.022 2017 0.045 57 0.64 0 104 0.013 3,972 0091 055 0 1 51111 3572 0031 100 0911 D 194 C.025 '179 07213 055 1443 00'3 30233 05s5 55 0311 0 1434 5,917 0.136 - 0.55 2504 0.050 3313 0.075 55 0.5.5 0 1715 0.022 - B 13,515 471.310 0 55 9579 11 0134 3345 0 226 73 €1 59 0 5011 1 554 52,374 1.202 0.65 1443 0.033 5093,1 :1.159 -97 0.913 0 2491 0.317 5,753 C 1320 0.6.5 1,143 0033 141260 0.797 56 P. 37 0 11179 0.2131 BP1LT4:-T 19,'P5 0.44F3 0.55 522 0.144 2315' 11 '02 159 G. 5-1 0 575_- C 05 M1TlG1TlDN AREA sr - .8077 - IMPERVIOUSARE4.(F) 85191 PE0 AREA S 28-815 DISTlJFED AREA (SF) 31323 A1+A+A+A + --A-i-1-- - ACRES=: 202 I ACRES= 196 1 ACRES= 001 AC63= OIL - - >,:'O -- -'- - ot_ - 13_ Q.. Ic c3C.) 00 - 0 0 C14 00 0 o C 0 "O 00 1) N. > ,, 0 a)o) Or... '-N o 2° c< o E 00 wo C) o 'q O '0 II) rL-< zo iI5 jO ; _C 00 .' N.(/) a> _,0 WASTE HANDLING AND DISPOSAL (SEE CASQA FACT SC-34 SHEETS IN ATTACHMENT SECTIONS OF WQMP REPORT FOR MOR INFORMATION). DRAINAGE SYSTEM MAINTENANCE (SEE CASQA FACT SC-44 SHEETS IN ATTACHMENT SECTIONS OF WQMP REPORT FOR MOR INFORMATION). SD-3 MINIMIZE IMPERVIOUS AREA. SD-4 MINIMIZE SOIL COMPACTION. SD-6 RUNOFF COLLECTION. LANDSCAPING WITH NATIVE OR DROUGHT TOLERANT SD-7 SPECIES. LEGEND: - - PROPOSED LANDSCAPE AREA I_I PROPOSED HARDSCAPE IMPROVEMENT -- = =2 - - - NOTE LI GRIND EXISTING AC PAVEMENT 2" MIN 41'4~_.. 41 -7 MITIGATION AREA LIMITS SD Atot = A1+A2 (IMP AREA=50,931 SF) BEING TREATED IN LIEU OF Al+A3+A4+A5+A6+A7 (IMP AREA=15,254 SF) Btot= B1+B2 (IMP AREA=34,260 SF) BEING TREATED IN LIEU OF B1+B3+B4 (IMP AREA= 17,125 SF) C-4 CD 00 ~2 IN V=-28 . 5 0 .... . .. B paltot=B3+B4 (IMP -AREA=13,153 SF) BEING TREATED WITH PRE-TIREATMENT AND COMPENSATED FOR IN Btot US mo Z C*4 PER IMP 0 MENT PLAN NO 05-1 TREATMENT VOLUME. 120- PROPOSED CONTOURS r-BMPc1 INSTALL OLDCASTLE FLOGARD CN \ I \\ _? / (XXX XX)FS EXISTING ELEVATIONS UJI 0- SC-2 CATCH BASIN FILTER INSERT u-) 1 11') 9 S?D 2 0.07 SD-2 XXX.XX FS PROPOSED ELEVATIONS MODEL NO. FF--~24D m 0- CL'____ /' TOTAL BYPASS FRLOW =6 1 CFS I I7cT ,--. PA / / - PROPOSED RETAINING WALL UJI SC-44 R I I !; ~ <"'_ 0 SD go PIPE FLOW ARROWS II..._031 MIN SD-3 -. -_1 . DRAINAGE AREA % 01 .357 ACREAGE SD-4 N- 0.06) EXISTING BUILDING _j C _j ;4 n-7 U!i- .-. - • - - I - 'I / - Z . \k ... // 2 Uj PROTECT EX 12 PVC -- -.J - -----i 4J -- -- L--*-i \j' STORM DRAIN (ORIGINATES - 11 I '1 COLLECTING ROOF PROTECT EX 1" PVC , I PA''\ // DRAINAGE) STORM DRAIN ( IGINATES I \ U, ILl L'J ' L sc-i ' COLLECTING ROOF IRAINAGE) / I SD-7 EXISTING DMA SUMMARY - Area ID Area (sf) 35th Area (ac) percentile depth (in). Pervious Area (SF) Pervious Area (AC) Impervic us Area (SF) Impervict us Area (AC) Percent mpervious Area Weighted Runoff COEf. SWOMP Soil Type DCV (cf) - FLOW THRU (Q) (cfs) 771' 0177 065 3405 0078 4308 0.099 56 055 0 228 0025 A7 44,661 1-025 065 0 0000 44661 1.025 100 050 0 2177 0277 A 4,610 [1105 0155 2969 0058 1641 0.038 36 038 ID 56 0012 487 0.011 0.55 100 0,002 387 0.009 79 0.74 0 19 0,002 2,966 0.068 065 2496 0057 470 01111 16 023 D 36 0005 2,669 0061 065 916 0,021 1753 0040 66 053 D 90 0.011 A, 29S9 0069 065 0 0000 2909 0069 100 09') 0 145 0019 - -B- 3,972 0,891 0.65 3158 0.072 814 - 0.019 2-0 0.25 0 57 0.007 B2 31731 0.728 065 1449 003' 30288 0695 5 086 D 1484 01139 53 - 5.917 0.136 0.65' 0 0.000 5917 - 0.136 100 0.90 [1 - 288 0.037 131 13,518 0.310 0.65 3678 0,D84 9840 0 226 73 0 613 0 5110 0.064 52,374 1.202 065 6974 0146 46000 1.056 88 0130 0 2277 0290 35703 01320 065 4601 0106 91102 11714 87 080 D 1541 0196 19,435 0,446 0.65 6282 0.144 13153 0.302 68 0.64 ':D 675 0.086 MITIGATION AREA (S19 -- 33077 1 _ I_ACRES=202 IMPERVIOUS AREA (SH 77102 ACRE 177 ___ __________________________________________ I PERVIOUS AREA (Sr 10975 __ ACRES= 025 - I - - - STORM DRAIN PIPE TABLE PIPE -- DIAMETER (IN) SLOPE (%) LENGTH (FT) REQ. CAPACITY (CFS) % FULL (DEPTH/DIA.) P1 12 25.40% 24.9 6.85 41% P2 12-- 0.50% 22.8 1.24 48% P3 12 175% 23.6 6.85 92% P4 12 25.90% 26.0 16.48 70% 55 24 0_50% 30_3 18_47 90% 06 12 1.57% 5.0 4.65 79% 07 12 1.70% 34.2 4.65 76% P8 12 1.75% 17.3 4.65 75% P9 12- 23.50% 19.9 4.65 346 P10 12 1.75% 4.9 4.65 --75% 011 12 618% 161 465 49% z 0 0 - - z 0• iii I-I-I - -D- CY F- wo wg f- TUJc I LU - cc ILL C'4 W ? 14- - I , %q,, LU F-°- x 0 CL !1 l~ iO) to 0 I z , LO 88,077SFOR 2.02 AC IMPERVIOUS % PERVIOUS 1% EXISTING CONDITIONS 77,102SF or1.77 AC 112 PROPOSED CONDITIONS 85,191 SF orl.96AC _88 _97 _10,975SF 2,886 SF _or0.25AC _orO.O7AC DISTURBED AREA 31,323SFOR 0.72 AC IMPERVIOUS % PERVIOUS EXISTING CONDITIONS - 18,279SF or 0.42 AC 0.30 AC 42 PROPOSED CONDITIONS 22,539 SF or 0.52 AC _58 _72 _13,044SF 8,784SF _or or 0.20 AC 28 ENGINEERSNOTE TOCONTRACTOR: THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES, PIPES, AND/OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING U11U11ES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL ASCERTAIN THE TRUE VERTICAL AND HORIZONTAL LOCATION OF THOSE UNDERGROUND UTILITIES TO BE USED AND SHALL BE RESPONSIBLE FOR ANY DAMAGE TO ANY PUBLIC OR PRIVATE UTILITIES, SHOWN OR NOT SHOWN HEREON. - IF THE CONTRACTOR ENCOUNTERS ANY DISCREPANCIES, CONFLICTS OR AREAS WHICH HE FEELS UNWORKABLE, HE SHALL NOTIFY THE GRADING ENGINEER IMMEDIATELY PRIOR TO CONTINUING OR DEV1A11NG FROM THIS PLAN. UNAUTHORIZEDCHANGES&USES: - - THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO - APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL UNDERGROUND SERVICE ALERT rn 0 Call: TOLL FREE 1-800-422-4133 KNOW WHAT'S BELOW. - CALL BEFORE YOU DIG. TWO WORKING DAYS BEFORE YOU DIG 210 310 40 IN FEET ) 1 INCH = 20 FEET 0 0 04 c'1 to0 0 - L. 0 >, Q :w0üj SL) wZ E 0000O-) LU 2 ' 0 0F5 - SDP 2019-000,1 I I SITE SPECIFIC DATA PROJECT tFN/9E 205/ NO)JT NAME RA OM4R Awpopr R. ROJECT LOC 7/ON CARLSBAO, C STRUCTL!PCIEJ OMP - [R& WENT REQUIRED VOLUME RASED (Cr) FLOW 84SEC('cFS) i'T/46N6 /IGL A/A/LAO/C (Fr P84K BYPASS F,71/)/RFD (CFS- /8 APPIJCAI3LE 7.97 UTLET P/PC DATA /8 P87EV/4L 0071 FT P/Pt .284.77 C/C 12, PRETREATMENT B/Or//C/A//ON D/CC/-/APGE C/EV4 7/OW 282.00 28209 28209 SUPFA CE LOAD P866877/NV - PCOEST7/IA/ K COI,"ERI 284 030" I OPEN PLA/I7 WET D/'ECN /8/0/18(0/) 7.97 ORIFICE- SZE (6 4 ioco s) 5 i 4 46 NOTFOI £08 TO /1/PIFY 00 5W 067EVT/DN WILL NOT 8/Cc UP INTO 4//VS SPECIFIER CHART MODEL INLETI[h GRATE OD CO\IMENTS FF-120 12'X 12" 1" 1/ 15" GRATED INSET FF460 16'X 16"1T' 1//A' GRATED INLET FF-180 18'X16' 2-9' >120" - GRATED INLET FF-183650 18'X36'" /8" 1/49 GRATED INLET FF-1836DG0 18'X 36" 18>149' CC-MRINAiON INLET FF-24D 24'X24' ~`X25 GVATI-D INlET FF-2436S0 24' X 36 40" C PATE -C INLET FF-240G0 24"X24-' /8>120 COMBINATION INLET FF-24360G0 24'X36' 24' >140' COMBINATION INLET FF.36D (2 PIECE) 36' X 36' 30' 1/40" GRATED INLET FF-36480 (2 PIECE) 1 36'X48 401/4/1' 01.5411//INLET - c4 WANDMED/A L/NDEROR/tlN .NN BED MAN/FOLD N ,PA TENTED 'C/L MANHOLE PERIMETER U VOID Al rr CARTRIDGE o;ç L 1f I OURBOPEJYFNOI 6M/ BISE ., BRA/N DOWN LINE0 —.-I \ LEFT END VIEW .2 (7 RIlE CURB/NC BY OTHE?1 PLAN VIEW COL CVR OPENWQ— INTERNAL INSTALLATION NOTES BYPASS WEIR\ RANT 1z9v WALL C/L . . \ MANHOLE ,V CONTRACTOR TO PRO WOO ALL LIROR, EQUL84IT AMTE8NS AID ESTAWSHUFff 282cg / :..MEOM INC,0JN/A'S 801JWE010 OFFLOAD AM) ITSTHL THE SS/TEM 860 CURB OPENING L z] MAMIFAC//IPERS ST/C/HEAT/CM), UNLESS QHE 4/SE S/TED IN PK HCL 1.. MANUFACTURER'S CONTRACT 2 HEfT MUST BE /NSTALLEO ON LEVEL EASE MANUFACTURER 0 I .. RECOM//LJVCS A MA/M//L/ 6' LEVEL ROCK PARC Ui/LESS SPEC/F/ED 5y I I 7/K P80,/F/iT ENGINEER. CONTFACTOP 6RE000WSIPLE FOP VT/P/INC P/I DOLE E1C1/EER GEL CM V/IA/i/U 9,45E 5L//1/CA f/CAR 0 0r r E 4 CO/TRACTOR TO SUPPLY AND INSTALL ALL EXTEPIEV COV7/ECP/ PIPES. ALL PIPTY MUST Br FLUSH 07TH IN//OF SURF/SE OF 27677 IF OUT y Il CONCRETE (PEE/I CA/I//CT INTO/OF BP/OAO F/OS/I'). INVT/TOF CU FLOW PIPE MUST BE FLUSH WITH CSCI-NRoE CHAMP/P FLOOR ALL PIPES SHALL BE SCALE/I WATER//GOT PER MANUFACTURER'S - - STANDARD CONNECTION OF/AlL, 12'-0" e r - 8'-O 5, CONTRAOTO° PP/EONS/OLE FOR AIITALL,0'7ON OF AS P/PUS, I//Sf " 0 7.2-0 MANHOLES, AM) HATCHER COAT/ACTOR TO GPO/IT ALL M4A1OLEP AND E' VA TION VIEW RIGHT END VIEW /LATC/-/ES TO MATCH FIN/c/LEO SURFACE UNLESS OPEC/F/CO OTJ/LF'4/'O 6. VEGETATION SLIT/LIED AND 1N5T4/LED 8/ OTHERS ALL UNITS WIT/A US/F/TAT/ON M'Usr /140/I 0/7/P OP 5R4/ 1/70//AT/ON SUPPLIED AND INTERNAL BYPASS DISCLOSURE: TREATMENT FLOW (cr5) 0,346 AST/SLED Py OTi i 7 COlIC/ACTOR RESPONSIBLE FOR CONTACTING 010 CLEAN FOR PIE DES/US AND 048,/CU OF TI-IF PEAK COWEY'A/ICE MFTHOO TO BC //E/'7EWED OPER4JWG READ (F) 3,4 ACT/FAT/Oh OF f/NIT MANUFACTURERS WARRANTY IS /49/0 W'THOUT AND APPROVED 5' 77/C E1F/tVEER OF RECORD HCL('S) AT PEAK FLOW SHALL BE PROPER AC/I/A 7/ON BY A BID CLEAN PE0RFSFN7// TI/IT ASSESSED TO ENS//RE NO UPSTREAM FLOOD/WI PEAK I/CL AND LPYF'ASS PREIRLA 04//NT LOAD/NC RATE (GPM/SF) 2.0 GENERAL NOTES CAPACITY SHOWN ON PRA WING ARE USED i-OF OP/CANOE ONLY WETLAND MEDIA LO,4DING/ RATE (P//M/S) 1.0 . MANUFACTURER TO ERG/IDE AlL MA/PRiA'S LI/NE/S OTHERWISE NOTED. ['POT V/F/A/IT 180 CONFIDflyTP1L, - I - - MWS-L-8-12-5 -3 '-C 2 ALL DiMENSIONS ELE/ATION cpfrlF/cADoNc At/P APAC1/IL R ARE SUB/EU 0 4/T 441 TO4A ill SE LW! 'ICE FOR PROJECT SPEC/F/C OR,FY//ICS DETAIL/HE EXACT DAIENSIOAS , ,, P 4 /'FCRThP'4 41V 1T R STOM WA TER BIOFIL TRA TION SYSTEM AND ALCESSO/'IES PLEASE CONTACT 5f0CLEAI. ii 44YM4ER ,T7 CIII YHI MCEJI CO FPAPCI( FEwK AFcdsrsCny STANDARD DETAIL - 6 ocJ[o [j - BARS PC D1AG0NALL T4L PLAN 0 rirm , - 0-LTD//AL FOTO'L F '0 UILILF\ UV05 L. / 4PC'C)'/Y'41 P.'.UCHC/ -. ILL RUT/LA C/SF/Li. ATE FFAIAF (GRATE NOT SHCi'dN (/UNGED//i CE/OP NL. OT'ESE) PA E//ENC' DUFFC. - (BY ()THFP FCFEF' TC SFETFIFR CHART FOR CATCH PAR N 61 P/I/REF. '5 7 T/ EET - OF 2. A -h- OUTLET CONCRETE DROP'INLET ,' - A (P/ SECTION VIEW -. Flo Gard® Oldcastle Stormwoter Solutions Catch Basin Insert Filter A II 'CCI Ill C,) z 0 C/) z- 0 -w F- 0 0 C/) uJ a U U' 55 FT 54' I' 110' BB Ell5/Is' ST ' A' OF/AlL. (EU OTHER/ OPTIONAL FOSSIL RDC// 3,/B//-EE0U7_HES CT/-/'.' ERR S-EFL HLT'P t'-AVE POLYPROF/L[N[ (,ECTE,"TLE P/TIP F.EUENT. FOUR EACH, NOTES: - 1. ElI/or Insert shall have a high kw byi 'irs fuatui1., 2, FIIt--rsuppe-t frame shall becoV05l-uc i /ra,, /eIaIes S/Cd / I /ypH 3/4. (7 1 Fillar medium shall he EDss// Rack ,- maintainnd I', OT,VOrd05rA'.12 "4'S rnunlifaollirer sopCi/I,,4oeO - '- - Stern' cap-D/I reflc/s SC'S O/fl'71iHJm ooLI'.scofleclun CATCH 7/AL N. - Trier to ImpdIr'g filtering. bypass. /P cTHrRo/ FloGard® Oldcastl& StoTmwoter Solutions Catch Basin Insert Filter — , I i C', I L Inlet Ak FPAV I '/[( C-u 36 [1-il/I TO - 1//iT 2E7,IL 01.5 L 1// & 0-/ ['11'. //CT/S AND fETAl .2'AI.:"THI'' 2/ 1/UT' N 1J.. 1. -, - - il/F 0 8,1' -- -'-. _-SIOC' '. 1/i/A 0 . 10 44 1 M 4 l.TIIIIF P FL T'l//il// /2'FLL'( /\ /2 IuFOE TON PT / FL CS A- — I/A' S FL H ' 0 ,'i H I. _.....__._...._ - iT '0.1' TO FL SEOTION A-A LTLWND 0N -- S IF AND FIST/El /340/11,1 10 9.071,54! S /'I11H'.LE 7/ 4/DEN '1ff L5 v c - - P/F/NT SAN DlGO REGIONAL STANDARD DRAWING ',rm,F 5m / '41' I /T ', nfto ol/SJ ST1PM DRAiN C/CEAHCIJT — TDF B 'U U/ '24/ [ _Grated Inlet __Style 1 ":600i J_E _j''o.'le/cFlsHroT_i _or__ [ _Grated_InletStyle j"C"ooi F _[_.I(R"-Z SHE- _--/_2 -i MWS-L-8-12-6-3-C DETAIL NTS SITE SPECIFIC DATA PRO/ROT tv//PREP 10048 PROJECT flAME 2051 P4/OPT P AIRPORT L)R//E 850 SET LIT/A 7/ON C41,'LSBA7/, CA B//P 9-1 STRUCTURE ID TREATMENT REDO/RED VOLUME BASED (Cr) - FLOW 9,4580 (Cr5) 0.257 [-'LAW BYPASS REQ/I/RED (CFS) — IF APPLICABLE 4,95 PIPE 04 TA I. E. [ MA 71/7/4/ DIAMETER INLET PIPE 282 13 j PVC 12 OUTLET PIPE 1 281.63 PLC i PRETREA TMENT 810F/L TO 1/ON D5ICH4RGE P/A' ELEVATION1 28722 1 26722 28722 SD//FACE LOAD PEDESTITHU OPEN P84 VTE/? PEDESTRIAN FRAME & CO/CR 030' 1 N/A 024" WE7LANDMEOIA VOL//YE (CV) 549 OR/F/CE S//F (04 INCHES) 5 CA 9/J9V NEIL S- LOP TO VERIFY PEAK H/S (285.85) /5 ACCEPTAL/LE AS IT IS f/S/AL TO UPSTREAM CATCH 845'N FINISH SURFACE 0 z EC 0 -t .CO '- o_ 00 00 - 0 0 N aD 0 0 C 0 '0 Lt) 00 v-Ira o > LO N.. .. .2 - CO E.1 00 < 8 OC °0 NE 00 o 00 d 0 C '0t 41) ci< LO C3 - 2 .-C N...c <.2 0O . N..V) a> I- -Nr C/IL VEGETATlCN—' WE1L4N0MEDL4-) I .4SRTR4L A I/ED UNDERDRA4/N ESTABLISHMENT\ PATEAfIED-. M4MFOLD MEDIA PERIMETER VOIQAREA CARTRIDGE INLET PIPE'i OUTI ET PIPE SEE NOTES DR4IN DOWN L1/IE SEE NOTES LEFT END VIEW PLAN VIEW INTERNAL BYPASS WEIR 1' 04 WALL 287,22 RIM/FO 265.85 i PEAKHa INSTALLATION NOTES I -FLOW CONTROL T 1! I. CO/IC/ACTOR TO PROI'70E All IA//OR. EOUIPMPN7/ /84171418 AND RISER - I/yCIOEATALS REQUiRED TO OF/ROAD A/LI' INSTALL THE STISiTh AN/I APPURTENANCES IN AOCOROANCF WIT/A THIS DP,AIVA'C ANO THE 282. 13 MANOFACTERCOS' SPEC'F/CA liONS, UNLESS OTHFRW'CF STATED IN IF IN -:- 281.63 _____ III -- - I M4VL1FACT11REP5 CONiFACT. .i I -. - It OUT WED I 2. U/PT MT/ST 95 INSTALLED ON LE/EL RECOM/AEND./ A MIND/U/A 6" LEVEL ROOK BASE UNLESS SCECfFIED 51' 8'-O THE PROJECT ENO'NEER, CONTRACTOR IS RESPONSIBLE 10 f//I/FL' 9'-'O_______________ . RIGHT END VIEW PRO/COT EA'/IINEERS RECO,4IVENOED 9,4SE SPEOIFIOAT/OVS, 4. CC//TRACTOR TO SUP - LV AND L'ISTALL ALL 0/I TERM/I CONNECTING ELEVATION VIEW fl,flr, A,, n'nr, j, ,cr ,'r A, r-fl Afl•(i ,,,r,rr C', erA--C' ,lr OuTLET STRUCTURE UNDERGROUND PIPE #1 ("A" AREAS) OUTLET STRUCTURE UNDERGROUND PIPE# 2("B" AREAS) I- - — — — — — — — — — — — — — -, I— - - ------------- - - - - — — — — - - -- —, -- I I I I I We' / 1V. 44 2" TV = " I I I I ','I"ir': I'io 43,2", 7',' ' I I I I I I I I I I I I! I 0 Or /F 4 E =3 t/41. IO5'e'-L 24 /' 1 1 Inc oil: 2 2 ft I I I Or-''' 3: - 7//4 oril',' 3 0 TV'tl lB/I 0 I, m,, 1.8 ft - I OAt/Re' i ' 2 On/Pc' L>"l i I \_, I -err 1.2 I I I I ',.r/ 1-9 I I I I I I I I I I I I I I I I I Vr I I S, Oritiee 1' '2-" I 1 boundary HORIZONTAL PIPE 1 I I Wo / hntundsr1 HORIZONTAL PIPE I ., 48" 1=120/1 I....-------------- ------------- =4g;=7Qf(, j No/a: The Cr8700 will b Or/od os thir, we I lot/p n 'tsli,t or ECacro/I/ Ioci/P ir, the 17 heL h/c's nec f/too sv,' /c IT 1/4,74 tl,' w, f[ f', N, ee/ ,Iç c,! 1.711 05" Ircztr,S 411-' TI aol, N wo'e tftc- /121 d.T;lvargp' 21-,s 0.3 ,1lt, 1110/TI I/n inflow t'olrl rho 011tf1'ws (7'/'R 1/IC pip' 4ioc,Norp,o,, I "s W//I 'iil 51171414 1/el '[low Lore tho coil II. ORIFICE CROSS SECTION— ORIFICE CROSS SECTION 48" ADS N-12 DETENTION PIPE LO L ) STORM DRAIN CLEANOUT "TYPE B5" CLASS 1 OR 2 MATERIAL-1 =-. '-., I PER AN flIFG() Rrr,IciNAI STANDARDS BIO CLEAN SCREENING FILTER FOR USE IN GRATE INLETS -_________ F-I H HFH /.CTEC - ALL I-IT 'DT'APE, FLANGE, FRAIl, SCRC 127 OH',.I, C ST.' L. 71/CL 2 I-TI'VAa4!VC'li BIll,' V-ILL B! C 3111511-' A'C HiTEC/LD I,'.CHAI-.-'-LLY 'I (H. /ATv./T 1.4/'[ 1/4 Il/IlALl '.11.'.- T 10 11,C41 I PIE WATER /AFHAC P1F r' LEAN H T 1 CON C PRTE S FL S rJ PE 4 7' [11 7 '/'D/I" Pl0 022)11 1'ol,LL 02/A /A2A LI: 1.n'IITTT SIC CL I4 FOF 41./C Fre 1,141 ON '- - - - R/'FI) GIl ''V ('F' N 4/If, 6. IONoICET A S ITT, FACT(1T CF 7 COt/NOE/ I A LA' AL C[PF,CS310l, 11' I-----------i'EP H CF I "TIES. C S 0114/A c/pACr,y osss1) 011 THL 50/Af- 11.1 F' IL. . I CL/S/DR 'A 1.CIII.,/TE SIFUOTLIRE VOLU AIR//Al/ S TF/iA // 1,1 Fi A,os LEDGE ME/EL F / ETC FLIT, OFT, cC) (C F) F1 I~TENED 4-,c-_-.______ //' TE tX - IFID0,LLRI 100 1010 2.8 7771 97" 01'C I IDLJFAT/1L 4,43 TLEL '/1 11I C CTLBL "9 21' ,T "C CA: 07/ / FE" ' 71(7 rI-I 7TH/I, .E. - CECEL FLD\ASCHEMATIC, 1CS-'/A/A' 'T/O 48 RAk'I/ID' 00 TI//IN 61/40' PAE17 -1L TER BC 14/LB MULTI-LEVEL T/AE T'JlNO TYPIC,'L 1/7661 fl/TAIL Biow Clean 1/11) ELlA NViIIl'.TN,A,TECI",IC(S VI .'/A'/.' 2 43' p,u'/E7A'3_7R1/vyCI43:/AC A Forterra Company 1' t' 2241/_IFoj, _.0176, 61/At rEk is _LI IT _IN '4/ C' JA/'7/j/C','__''_- rIrt.. t'LL r(C'L/ AA(J.1( 121. rLU.)R IC (7 I1I.)(L't .2,Jr'rv-'1.L UI CONCRETE. ('PEs CAN/LOT 1tiTFUOE BEYOND F/US/I). /NVCRT OF OUTFLOW POE MUST BE FLUSH ATE 015CHARE D/,/AA,//II/ FLOOR, INTERNAL BYPASS DISCLOSURE: ALL PIPFS SHALL BE SITALEO Al TER TIGHT PEP UAI"FAC FUR EPS STAND/PT 0066//C/ION DETAiL T'IE DC//ON AND CAPACITY OF THE PEAK CDL VEYAVCE METHOD TO BE RE/'/EI4ED 5 CONTRACTOR PP/P/INS/OLE FOR INSTALLATIC.V OF ALL RISERS, 467/ APPROVED 51 THE En/SNEER OF RECORD. /10/5,) AT PEAK FLOW SHALL BE MANHOLES, AND HATGI-iES, CONTRACTOR TO GRCOT ALL MANHOLES AND ASSES/FO TO ENSURE NO LI//FT/YAM [1000/NC PEAK HIT AND BYPAcS /-/AIOHES TO MATCH F/I/OIlED SO//FACE UNLESS SPEC/RED OTHERWISE, CAPACITY SH/O'/ ON ORAW'NG ARE USED FOR OU"OA,VLE ONI. 6 VEGETATION S/I//P//CO AVE IA//TA/LED B.' OTHERS AD, UNITS WIT'-I VEGETATION MUST HAVE OF/P OR SPRAY IRRIGATiON SUPPLIED A/ID LOW INFLOW PIPE DISCLOSURE: I/IT/AL/CO BY OTHERS, IT IS RF'0/lYEIDED THAT A SUFFICIENT VAR/AT/ON IN C/EVA 7/ON BET/IEEN THE TREATMENT FLOW (cFs) 7. CONT7/ACTO.5 RESPOALT/CLE FOR CONTACT//IC 9/0 CLEAN FOR IN/ET AND OUTLET SE PT/V//ED 7/) ALLOW FOP ACCUMUU LION OF SEQ/VENT IN OPERATING PEAL) (Fr) ACT! VA/ION OF UNIT MANLIFAC77JRERS WARRANTY IS VOID 4'TI/ OUT 710(7 PT/-TREATMENT CHAMBER. PA/LURE TO 00 50 4/CY RESULT IN 6L06//4E PROPER ACT0 7/ON BY A ITO CLEAN REPRESENTATIVE. AT IN LOW POiNT(P) 4/1/AL MAY FALSE L'PSTPEA/L FLOOD/AS PRETREATMENT LOADING RAT/- GENERAL NOTES WETLAND MEDIA LOAD/NO RA7 1. M,W'J1TACTLIRER TO PRO/IDE ALL LIITER'ALS 111/LESS OTHERWISE hOLED 2 ALL DIMENSIONS ELEVATIONS, SPEC/F/L'ATIO//S 860 EAPAC/7780 ARE S//B//ITT TO F' (1 IPROFRTL.TVY '' 4110 CUN7TCNTlO- I - --- I' - MIA./S-L-8- 01 1 0W WTICI1T,C4/ ICIARWO 14 hIlT DCCCI,.iNr C CIT ICIC /TO - II /LWIlRAA MV CVIATW /47 DWJE/i I - STORM WA TER B] Cl-/AN-LW. FOR PROJECT SPEC/F/C OR,IAiNCS CL//Al//NO EXACT QiMENSIONS, WI/UI/Il A1NBC ANY PART TIlT/COT 44/ BC ICED RIPTTOOIIIEO OP YOBI/7I , . , - , AND A('cFScoR,'FS PLEA/F CO//TACT DO C/FAN C'XJOW*T 05 StWI1S 12*260 74( 7J05A_A0 ow 12(0505 Poll'AA IAA A4Y 44VNC/ i STAND) z 0 F- 0 z LU Qo I II LL - I LLJzO) — —,- L_. c sJ>W< rt,O°-r>O I Iii ii uJ:: LU L_ o cwd ,. .2 o_ '-1 W J0 UJ 0 _j Ho LO Ix < cUa2 <c'J 73 0 —J 0 LO Q C\J b:T SHOWN ON SHEET ii BIO-CLEANFILTERFORGRATEDINLETS PLACED lAND COMPACTED - PERFORATED DETENTION IN ACCORDANCE WITH rP1PE SEE DETAIL ON —3/8" THICK 316 STAINLESS NTS ' ASTM D2321 IN PIPE ZONE SHEET 4 FOR BMP A-2 STEEL MATERIAL ORIFICE PLATE 11, 41 V BOLTED TO INSIDE WALL OF 4' _1' CLEANOUT STRUCTURE. IMPERMEABLE- 60" INVERTS PER DETAILS A-2 AND NIOTCH SEE DIMENSIONS AND - - LINER SEE / SPECIFICATIONS ____ 04 11 6" E/-2 SHOWN ON SHEET 11 _____ 48" DIA ADS DETENTION PIPE ON SHEET 4. , ON ADS DETAIL / _______ DETAILS SHOWN ON SHEETS 12 & 13 I . 3/8" THICK 316 STAINLESS STEEL // MATERIAL ORIFICE PLATE BOLTED TO 0 C14 LO 0_1' 0 Lo - , INSIDE WALL OF CLEANOUT STRUCTURE. ION jj_ SEE DIMENSIONS AND INVERTS ON _____ DETAILS A-2 AND B-2 (TYP) SHOWN ON SHEET 11 TYP HOLE, 18 TOTAL NATURAL SOIL (OPEN BOTTOM) Jol I UDETENTION/INFILTRATION PIPE SECTION OUTLET WEIR STRUCTURE WALL DETAIL P A-i ____ BMP A-2 & B-2 0 0 C14 (N 0 0 CNCN oo Cn 0 I—b QD _,r_Q o wOui2wZ 0cDO0ca-, 3 OF 5 ESSi No. C463Oi I E.12-31-20 CIVIL ENGINEERS NOTE TO CONTRACTOR: THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES, PIPES, AND/OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL ASCERTAIN THE TRUE VERTICAL AND HORIZONTAL LOCATION OF THOSE UNDERGROUND UTILITIES TO BE USED AND SHALL BE RESPONSIBLE FOR ANY DAMAGE TO ANY PUBLIC OR PRIVATE UTILITIES, SHOWN OR NOT SHOWN HEREON. IF THE CONTRACTOR ENCOUNTERS ANY DISCREPANCIES, CONFLICTS OR AREAS WHICH HE FEELS UNWORKABLE, HE SHALL N011FY THE GRADING ENGINEER IMMEDIATELY PRIOR TO CONTINUING OR DEVIATING FROM THIS PLAN. UNAUTHORIZED CHANGES & USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. UNDERGROUND SERVICE ALERT rn I Call: TOLL FREE 1-800-422-4133 KNOW WHAT'S BELOW. CALL BEFORE YOU DIG. TWO WORKING DAYS BEFORE YOU DIG SDP 2019-0009 BILL OF MATERIALS NOTES - - 112 COMFONFN H ArHL OUANflTES LISTED HERE N ARC NOT INTENDED TO BE A CC'HPREDFNBIVE MAERAL LLT. THE TE DESIGN CNCfNELR 1URT REVIEW ELLVATIBNS AND NECESSARY ADJUST GRAD[N TO ENSURE O_ itr ip R - <1RF COM OUEN1S_NOT LISED HEPIN MAY15 NECESSARYTO COMPLEFE HE CCN-1]JF]O.] OETFL SY]EM, i P IPE COVER REOJEEMEETS ARE MET - — TEM TY _____ PART ___QESCRPTIQN MAIEjAL VENDOR NOTE__ THHS]1EDESIONFNCNEFE1k1USTRFVIEWTHEPECX1]NT,'OFIHEPJPETE [HERETAINNGWALAN ENINHRO TRA\HSANTONISSEN 1 1 END CAP-1 43 END AP HOPE ADS SEE DETAIL CONSELIEREFIECTE OF POSSIELE SATLFPACE0SOILS ON THE FETA N!NEWFLL'BINTECRHY, PRODUCT 9492 7-6,q EE FY LI___NAGE.R TRV]S__NTONISSEN S-PIPE 4851AN 4 END AP HOPE ADS SEE DETAIL THT COD BES] END HErR ML'S F ELII W THE PEOXI] TH or THE PIPE IC I-HE L CEO AND CONSIDER AD ' DET EFFECTS OF POSSIELE SATURATED SOLD 0]] THE CLSPES NTEGRITY. ALLAN WApBRIr 3 2 ST ICK-1 ______ 48" PIPE _____ HOPE AD IF STUB ,9 ZE AND INVERTS TO BE VERIFIED F 1 HE HTE OE EN ENGINEER PRIOR TO ABIJ TEEN 0 AS SALES RE 7SO33O0746 Lo=qDSLLLLL 4 2 STCK-2 _____ 4S'PPESTIC<:PERF _____ HDPE ADS SEE DETAIL NOT FOR CCNSTRUCTION: THO IA I IS FOR FRFTNSIO]JAL F] IRFRCES ONLY TO PROVE - - ALLAN_WAPBRICK@ADSPIPECOM 0 4 4P1O{)2NH 48__HPERTICI\PEPF HDPL ADS 5115 EJI EISCHIEVS 0'111 SITS EEOJET1NO sii 4 -__48135AA 48°SPLITBANDCOUPLER HDPE ADS NOTSHOVVN ADVANCED DRAINAGE SYSTEMS, INC. ____ I TBDB'1'E11GINER THERMOPLASTIC LINER _ PER ENG. AS SPECIFIED OTHERS AS NEEDED s INCFEASW BASE 51010 DEPTH - EASED ON ENGINCERS MARI UP. I 181 IM 18" WT ELLBELLCOUPLER HDIPE ADS NOT SHOWN 9 0.. o ) 2051 PALOMAR AIRPORT RD (BMP-A2) CARLSBADCA _y J u, S _ 54 3 YT'1 NOTES -. - - -- i ALL ELEVATIONS, DIMENSIONS AND LOCATIONS OP RISERS, INLETS AND OU`FLETS, SHALL BE OCOIF VERIFIED DY THE ENGINEER PRIOR To RELEASING FOR FABR[CATION. - THIS SPECIFICATION DESCF]]IES ADS PETENTIOPHOETENTION PIPE SYSIDI FOE- USE IN NON-PFTCSSIJRD GRAVITY-FLOW STORM WATER COLLECTION SYSTEMS UT]]. 171NG A CONTINUOUS OUTFALL SIRUCTURE, 2) IN SITUATIONS WHERE A FINEGRA1NED BACKFILL MATERIAL IS USED ADJACENT TO THE PIPE - SYSTEM. AND ESPECIALLY INVOLVING GROUND WATER CONDITIONS, CONSIDERATION SHOULD P PS FEQUIEf I'NIS BE GIVEN TO 1-]E USE OF GASKE1ED PIPE JOINTS. ATIHE VERY LEAST THE PIPE JOINTS SHOULD ADS RETENTIONDETENTION SYSTEMS PAY UTILIZE ANY OP THE VARIOUS PIPE PRODUCTS DELOO- BE WRAPPED IN A SUITABLE, NON-WOVEN GEOTEXTILE FABRIC TO PREVENT INFILTRATION OF - - - N-12 STIS PIPE IL S-I AASH-ro) CI- ALL MEET MSHTO N 254 TYPE S OR ASIM FJ3DC FINES INTO THE PIPE SYSTEM N 12' STIB PIPE IRERASTU E2618 SHALL MEET ASTM F2648 ,—,.' /___\ N-12 • MECA CRC N ST B SHALL MEETASIM F2E4SI 31 CONSIDERATION FOR CONSTRUCTION EQUIPMENT LOADS MUST BE TAKEN INTO ACCOUNT. 1) ALL P ROD UC SE SHALL HAVE A SMODTH INTERIOR AND AI]NULR CYTERtOR COERUCATIONS ALL STILl RIPS PRODUCTS ARE AVAIL.ABLE AS THERMOPLASTIC LINER E15FOR 'TEB OR NON-PERFORATED, WTIB PIPE PRODUCTS ARE ONLY AVAILABLE AS NON-PERFORATED PR0000T-SPECIF C PIPE SPECIFICATIONS ARE 4) ALL PIPE DIMENSIONS ARE SUBJECT TO MANUFACTURERS TOLERANCES, i ES US ED ON ICE AND SIDES OF SYS LELI CNLYI T I I AVA]IAR E IN THE DRAINAGE HANDBOOK SECTION 1 'CR5 C FICATEONS, EE EI1N]CAL NOTE 553/ PROVDEE BY OTHERS) I I L ___________________ 5) ALL RISERS TO BE FIELD EXTENDED OR TRIMMED TO FINAL GRADE — — ' * — i-cu INT p OR i s c E PLAIN END SSDIL.TLGHT (STI STIB PIP17 SHALL BE JOINED USING A BELL AND ____________________________________________ SERVICING CLEANOUI&JUNCTIONSPIGOT JOINT, TPF PftLL AND SPIGOT JOINT SHALL, PrUT THE SCIL-TIGHT R50UIRrMENts OF ASTM F2366 AND(jASKETSSIHALI NIFE1 THE UNDERSIGNED HERBY APPROVES THE ATTACHED PAGES. STRUCTURE PER - PER DETAILI ON SHEET AS) PI AIN END F RA AND FITTINGS CONNECTIONS SHALL FE JOINED WITH COUFLINC BAN-DC COVERING AT LEAST TW Full. CORPUCATIONS ON EACH END 10. w OF THE PIPE. GASKETED SOIL-TIGHT COUPLING BAND CONNECTIONS SHALL INCORPORATE A CLOSED-CELL SYNTHETIC EXPANDED RUBBER GASKET 1 Ti IT TI I MLCT]NC THE REQUIREMENTS OF ASTM D1 066 GRADE 2A2 GASKETS, WHEN EFFLIPAPI BSHALL FE INSTALLED BY THE PIPE MANUFACTURER CUSTOMER DATE I JJ Li L 12 - , 1 FIST SOS SHALL CONFOPIMIC ASTM 12355 AND MEET JOINT PERFORMANCE INDITiA LED APOVE FOR F]TTINCSCCNNECTIQNS OJETOM FITTINGS ARE - - — --------- - -- ---- -' --- - --a AVAIJRLE AND MAY REQUIRE SPECIAL INSTALLATION CRITERION. - _J 4 NS SE-rAl LATIO' - • TAILA1IDN SHALL BE INACCORDANCE NITH ASTM D221 AND ADS REUOMMENOr 0 INSTALLAT ON GUIDELINES, WITHTHE EX ,E FTION THAT MINIMUM 5 5 4 COVER IN NON-TRAFFIC AREAS FOR 12-50 INCH 353-15DB mm] DIAMETERS SHALL EL I IT 3.3 m). MINIJUII COVER IN TRAFFICKED AREAS FOR 12-38 INCH 305-PSD mm) DIANIETERSSHALL BE 1 FT (5.3 m) AND FOR 42-60 INCH (1353-1500 mm] DIAMETERS, TI IS M'S] E1USACOVER SHALL BE 2 FT 138 rn] BACKFILL SHALL CONSIST OF CLASS I (COMPACTFD), OR CLASS F] (M NIMLIM SE SFDIM.AT[EIFL. WITH THE, ENCEPIIONTHAT 53 INCH (1FDC mm) SYSTEMS SHALL 1' • USE CLASS I MATERIAL ONLY, MINIMUM COVER HEIGHTS DC) NOT ACCOUNT FOR PIPE IJL]OYANC'E REFER TO ADS TI CH]']ICAL NOTE 5-05 PIPE FLC)TAI ON' FOR BUOYANCY DESIGN CONSI)ERATIONS, MAXIMUM COVEFi OVER 85YSTt N USING S1DNDAPD EACKFI J.]SE FT (24 m): CONTACT 72.5 -------------------------- RILPRESENTATR/E WHEN MAXIMUM FILL HEIGHT MAY CE EXCEEDED AO0ITICI]ALINS1ALLATI6N REQUIREMENTS ARE PROVIDED IN THE DRAINAGE HANDBOOK SECTION 6 'RETENIIONIDETENTIONP 750 c ADS RECOMMENDS THE JS C OF'FLEXSTORM CATCH IT INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECITHEEJESLIRFACE 78.0' STORM NATEI I MANAGES] ENT SYSTEM FROM CONSTRIJO1 ON SITE RUNOFF, S I S H SET 2 OF C,) z 0 (I) 0 -w I- 0 0 (.0 U a 10 Z I I1 of - IL Ca) 00 — 0 — U 03 0 0 C 2 '0 0) 00 U)co W R _Lo .2 00 Co a) 0) - N E.92 0c 0 -'- 20 < E MC 0° 030 d 'q OC O .92 CL < LI)0 :~- 0)0 C - <0 00 0 0 N, V) — -. ---- — — — S 48" PIPE STICK SOLID W/ 48' INTERNAL WEIR PLATE WI (3) GUSSETS *SEE ORIFICE DETAIL NO.1 ON SHEET 11, DETAILA-2 CL 43.2 (INV-INV) - ADDITIONAL INFORMATION ON ORIFICE PLATE. 30,4" (INV-CEN) -'l _ FULLSTICK _ 23.2 (INV-CEN) ON SHEET 12 AND PROJECT SWQMP REPORT FOR z ô (NO SPIGOT) 9. PLAIN 0 ;2 - 155 (INV-CEN) — JJ 048" WTIB JJ END H I w :1 1 7.6 j 01-3/4" _C14 0 CL ________ 66" 02-1/4" ui 'C 1301 I 0 5. 03-1/4" ITEM #:1 Z]5 048" INTERNAL WEIR W/ (3) " X 3" GUSSETS OTY: I — 28" WELD VENT TUBES SHUT PRIOR TO SHIPPING _STICK-I 4' PIPE STICK SOLID W/ 48" REINFORCED WELDED END PLATE W/ 8" STUB 9.6" FULL STICK (NO SPIGOT) 048" WTIB UN b 810 z 59 048' REINFORCED WELDED END PLATE W/Ø81 HDPE STUB C14IITM#:2 (ECC HIGH) IOTY: 1 9 STICK-2 z 0 UJ s ---- I-,- 48" PIPE STICK: SOI 10 W1 48" REINFORCED WELDED END PLATE AND 18- STUB 48" PIPE STICK: SOLID W1 48" REINFORCED WELDED END PLATE AND 18- STUB w m 0 1205" •_' 018" HDPE STUB 110.1" _I-J 048" REINFORCED WELDED ECC LOW) END PLATE 89.1" - •_•.••- p 048" WIlE _____ ____ 16 / / SPIGOT 313 oil lu uu C / TA 16" ' aILS FORCED WELDED ITEM #: 4 ITEM#: 3 018" HDPE STUB — 048" REIN I SHEET END PLATE QTY: • (ECC LOW) QTY: 1 3 OF 4 'fl4 STtCK-3 STICK- I- — 10 2: GISOTENI'ILE 5 lu.. 7 N• • —EARTH THERMOPLASTIC (1) - - - '' CEOTENTI F - LINER tm AMC)IJLAR .J/ \.' OVERLAP ON TOP SEVERAL STONE // 1 INCHES TO ANCHOR -J ul - / THERMOPLASTIC LINER DETAIL 0 FINAL FILL 1,,~ATFRIAL C14 ON 7 LAYER OF ADS , CLASS I/Il MATERIAL iCATlONCI TRACRIC INSTALLATION 1- FGE4FTF DESCRIBED BELOW FILL AND GEOSYNTHETICS AS , -- S - • /1 A H H BETWEEN (FLEXPVMT) LRIflIDP\/MT) (GRASS AREA) _ I Z -' .-:, • IIPESECTION H 11 AYI3OFDP GFDSY]LTHFTCS NESS WOV!H GECTEXTILFALL / . ' • _ \1 Ii ff •- -;. UNDOTLIRSED DETAIL A-AONSHEET7 AROLNUELEAN uLIJlFD,AUcUF.AR STONE INAHULAYERS, ROTI-L/ —f-.-.-.-4 'i'411 - • EARTH OF PRECISE GRADING SIDE S OF1HPRMOPI ASTIC I INER. SELl SORMTEGH'STOE SHEET SI --.., ( Jj II PLANS FOR HEIGHT OF LINERSHALLBE IMPERMEABLE TOP AND ]DCOOLY L. x COVER TO PAVEMENT 0 SEEPIPE SECTION DETAIL NO. 4ON SHEET 1O FOR ADDITIONAL -._- •• • - - ________ SECTION Z DETENTION PIPE BACKFILL SPECIFICATIONS. U] CLASS I OR] MATERiAl - SEDO NO (CLASS I OR]] MATERIAL) 1 a PLACED AND COMPACTED IN 6'(152 mmMi R N, FO IS (120(LmniPIP N E — ACCORDANCE W SUITABLE JITH S ASTM 02321 IN PIPE ZONE FOUNDATION 0 NOMINAL NOMINAL STplll, TYPICAL SIDE I MIII H DIAMETER 00 SPACENG "C' WALL 5' (NION-TRAFF C) (TRAFF.E) MAX, H 48 s —:-- 7R5' 12 (1200 n (1372 rim) (1891 mm) (457 mm) I395 mml (€10 mm) (2.4 ml L_LI LL L o u>- Q oj z-J C\J ><<W WW * MAXIMUM FILL HEIGHTS OVER MAM1FOLI) TTINGS CONTACT MANUFACTURER'S REFRESENTATIVE FOR V (9 < INSTALLATION CONEJOEPATIDNS WHEN COVER EXCEEDS, 5 FT (2A ). i <<Co co Z Lo — a. < NOTES: F 'C5 'cr LL' 0 ALL REFERFNCES TO CLASS 1 00 ii MATERIAL ARE PER ASIM D2321 6,flEAu TUITABLE MATERIAL SHALL BE CLASS IOR, II, THE w STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF CONTI/OTEIS SHALL. PROVIDE 050LIMENTATION 105 MATERIAL p co THERMOPLASTIC PIPE FOR SEWERS AND OTES GRAVITY FLOW SPICIFICAT ON TO ENGINEER. UN FEB OTIEF N SE NOTED DV SElF . APPLICATIONS' LATEST FOITEON ENGINEER r.IINI'IuM SPUD ND THICKNESS SHALL BE 4'(1C2 mm) FOR 4"-24'(100-600 mi'P: 6' 052 -rim) FOR 30-60' 1750-1500 ITirn). I ALL RETENTION AND DFTN1ION SYSIHN'E SHALL OF INSTALLED C IN ACCORDANCE WITH ASIM 02321, LATEST EDITION AND THE 7, INiTIALBACKFILL- SUTAB] E MATERIAL SHALL BE CLASS 1 OR II IN 1 MANUFACTURER'S PUBLISHED INSTALLATION GUIDELINES. THE PIPE ZCNE EXTENDING NOT LESS TEAMS' (1 12 mrn( APOVE CROWN OP PIPE. TI-ID CONTRACTORS. HALL PROVIDE . MEASURES SHOULD BE TAKEN TO PREVENT THE MIGRATION OF DOCUMENTATION FOR N 'iTEPIAL SPECIFICATION TO ENGINEER Z NATIVE FINES INTOTHE BACKFILL MATERIAL, WHEN REQUIRED. MATERIAl SHALL GE INSTALLED AS RE CU RED IN AEFM P0321 SEE ASTM 02321. LATEST EDITION. uj 0 Lo Q -4 FITS—, P, 7APR10: A CEOTENTII F FAPRIC MAY BE USED AS SPECIFIED 8. COVER MINIMUM COVRR OVER ALL RETGNTIC NTDETENT ON SHE E-NGINLPR TO PREVENT 1H,' MIGRATION OP FINES FROM SYSTLS]S IN NON-TRAFEIC APPLICATIONS (SPACE ON L.A]JDSOAS E THE NATIVES) L INTO THE SELECT EACE<EILL MATE]DAI.. AREAS) ES 12- (r5 mm) FROM TOP SO PIPE TO GROUND SURFACE. So ADDIT ONAL COVER MAY BE RECLI REED TO PREVENT FIX'ATAT ON. S S. FOUNDATION WHERE THE TRENCI I BOTTOM IS UNSTABLE, THE FOR TITAFF C APPLICATIONS, MINIMUM COVERS 12"(,i()5 ii i) LIP TO TA5 ENGINEER AND REPLACE WITH SL]ITAE'LE I.I'TERIAL AS SPECIE Ft) (1050-1500 mm] D iMETER PIPE, MEASURED FROM TOP OF PIPE TO Nm CONTRACTOR SNAP ESCAVATE TO A DEPTH REOJIPED P0 THE 30' (905 mm] DIAMETER PIPE AND 21' (010 rnml OF COVER PER 424-50" BYTHF END NEER AS AN ALTERNATIVE AND AITHE C SCRETION OF BOTTOM OF FLEXIELE PAVEMENT Or, TO TOP OF RIGID PAVEF.IENT, A - A THE DESIGN ENQIELFEP THE TRENCH BOTTOM MATES STABILIZED MAXIMUM FILL HEIGHT UNITED 10 S FT(2 4 m)OVLR F1 IT NOS FOR S USING A GEOTESTILE MATERIAL STANDARD INSTALLATIONS CONTACT A SALES REPRESENTATIVE WIFN MASI] 1DM FILL HEIGHTS EXCEED 8 F (2-S 'p) FOR - INSTALLATlO]-] CONSIDERATIONS 4 SHEET 4 0 0 c•.I c,i Lt) 00 co 0- I—N00 (I) it 9 "_Q a UNDERGROUND SERVICE ALERT rn S Call: TOLL FREE 1-800-422-4133 KNOW WHAT'S BELOW, CALL BEFORE YOU DIG. TWO WORKING DAYS BEFORE YOU DIG ENGINEERSNOTE TOCONTRACTOR: THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES, PIPES, AND/OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS, TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS, THE CONTRACTOR SHALL ASCERTAIN THE TRUE VERTICAL AND HORIZONTAL LOCATION OF THOSE UNDERGROUND UTILITIES TO BE USED AND SHALL BE RESPONSIBLE FOR ANY DAMAGE TO ANY PUBLIC OR PRIVATE UTILITIES, SHOWN OR NOT SHOWN HEREON. IF THE CONTRACTOR ENCOUNTERS ANY DISCREPANCIES, CONFLICTS OR AREAS WHICH HE FEELS UNWORKABLE, HE SHALL NOTIFY THE GRADING ENGINEER IMMEDIATELY PRIOR TO CONTINUING OR DEVIATING FROM THIS PLAN. UNAUTHORIZEDCHANGES&USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDI11ONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL - I SDP 2019-0009 PROJECT INFORMATION SNEERED TRAVIS ANTONSEN PRODUCT 545-237-5566 %4AN AGER TRAVIS ANTON SPE @ADS PIPE COM ALLAN WARBEICK ADS SALES REP: 7-23-074P AL LANA VA RRRI CK@AD S-PIPE.COM PROJECT NO: I 5165576 ADVANCED DRAINAGE SYSTEMS, INC 2051 PALOMAR AIRPORT Rru'% (BMP-B2) CARLSBAD, CA - z - 0 —w I— a 0 ci) LU 0 A)S SYSTJ SPECFCATON NOTES 1 ALL ELEVATIONS, 011 ENS I ON S AND LOCATIONS OF RISERS rNL ETS AND OUTLETS SHALL 8E SCOPE VERIFIED BY THE ENGINEER PRIOR TO RELEASING FOR FARRICATION, THIS SPECIFICATION DrSCPJBES ADS RETENTION,IDETENTICN PlOD SYSTE l FOR I K'E IN LION PPESUFE GRAHT LO J STORM WATER COLLECTN1 SYSTEMS UTILODNG A CONTINUOUS OUTFALL STRIJETUR'E, N STUATICSJS WHERE A RNEGRAIMED BACKFILL MATERIAL IS USED ADJACENT TO THE PIPE SYSTEM AND rSPrCIALL INHOLVING GROUND WAT CONDITIONS CONSIDERATION SPU D O FrU RE BE OMEN TO THE USE CE rASKETED PIPE JOINTS, AT THE VERY LEAST TI IF FIFE JOINTS SHOULD ADS PETEPT 0I'HDETE TflN 5 (STPW I Y UIT-12F ANY OF THE AL OJS PIPE PRODUCTS BELOW HE PIRAPPED IN A SIJITARLE NON WOWEN GFOTEXTILT FARE IC 10 RREVENT NOt [RATION OR N-12' EWIR PIPE (PEE AASTC1 SILILAILLP.1EETAASHTO N 2 1 TYFE S OR ANTi 1 iO FINES INTO THE PEE SYST I N-12' WiG PIPE (PER ANTI 1 F264L) SHALL NIEET ANTI 14-112 IEEA GREEN WTIB SHALL %IEETP,STM F21 cor SIDEPATION FOR CONSTRUCTION EQUIP1ENT LOADS MUST SE TAKEN INTO ACCOUNT. ALL PEODUCTS SHALL HAN F A SMOOTH N FE Or t UD ANNUL A P E 'TER OR CC NIl Ir'A IONS ALL STIR FIFE P IOY1515 ARE AVAILABLE AS LNI ORATED OR ON PEPFORA1'LD WIlE PlOT PRODUCTS APE ONLY AVAILABLE B AS NON prRToATrn P000UET RomElo PIPE SPECIFITAP1ONSARE 41 ALL PIPE DIMENSIONS ARC SUBJECITO MANUFACTURERS TOLERANCES AVA,1LAELE IN THE ETARACEHANDBCOI SECTION 1 'SPECIFICATIONS", F) ALL RISERS TO EF FIELD EXTESOrDORTRIPD ED TO FINAL GRADE JOlTEr PERFOITMAI17E WATERT[D[JT WTiBl: WILE PIPE EHAI L BE DINED tiSING A SELL / PD SPIGOT JOINT, THE JC WI cURL BE W TFRTIGHT ACCORDING TO THE REQ RMEN'TE or ASTM rsas T1 UNULS 1CNED HERBYAPPROVES THEATTACHEG PAGES EX SVLTS SHALL MEET THE REQUIRE JEITS nF ASTM F477.12-60 INCH 0O 15D mm( U1AMETFRB FOAl L HAVE A EEL! REINFORCED V [HA POLLMER COMPOSITE FANG, THE BELL TOLERANCE DEVICE SHALL BE INSTALLED BY THE MANIIFACTUNER. PIPE AND FITTING 001 NCT10NS SHALL 5 WHO I A BELL AND SPIGOT CONNECTION IJIILLINJT TUN ON OR WELDED FELL AND VALLEY ON SADDLE C,O%'6!<ETL THE JOINT SHALL MCLI ThE /TERTICbIT REQUIREME TE OF STN U OiL AND C EKE ILSHALL NILL f THE F EUUIRE\ LETS QU AN FM F477 CUSTOMER DATE DETENTION SYSTEMS ARE SUBJECT TO GREATER LEAKAGE THAN TOPICAL SINGLE RUN STORM SEWER APPLICATIONS AND THEREFORE ARE NOT APPROPRIATE FOR ATTLICATIONIS REQUIRING LONC TEEM FLUID CONTABE1ET 013 IlOCLULTATIC PRESS IPE TOP ADDITIONAL DETAIL, PETER TO TECHNICAL NOTE 701 RAINWAI ER HARVESTING WITH HOPE PIPE CISTERNST .0111053 PIP I INfIS SHALL CO[ [OEM TO /511! 1`D6 AND MEET JONT PERTOTMANCE INDICATED ABOVF FOP FITTINGS CONNF COONS CUSTOM LIITINOS ARE AVAILABLE ANDMAN REQUIRE TEFlON INSTALLATION INSTALLATION SHALL DL IN ACCORDANCE WITH ASTM 02321 AND ADS RECOMMENDED INSTALLATION GUIDELINES, OATH THE EXCEPTION THAT MINIMUM COVER IN NON-TRAFFIC AREAS FOR 12-60 INCH 360-1560 mm(' )JAMFTERS SHALL IlL 1 i-i o 3 ml' LIINIMIJM COVER IN 1 RAFFICKED AREAS FOR 12-30 INCH [350 300 rim) UP/Nfl ICES SI-IAI LEE 1 FT 103 ml AUG FOR .7 [0 iNCH (105) lEOfl mm) DIAl IETEIPT THE 011 Uh I CO 'ER SHALL F" 2 FT [06 ml BACK IL I SHALL CONSIST OF CLASS I (COMPACTED DR OLUTT I I 1141 1DM SP01 MATEL 4 tRIll-b TI IL EXCEPTION THAI 63 INCH ii 560 nrnl S/SILlS SHALL USE CLANS I tvIATERIAL ONLY MNIMUM COVER HEIGHTS DT NOT ACCOJNT FOR R]Er BUOYANCY, FLEER TO AD TECHNICAL TO IF 5,05 PiPE FLOTATION FOR BUOYANCY DESIGN CC SDER.ATIDN S MAYIT.-IUNI COVER EVER, SYSTEM USING ETA DARD [AC' FILL IS 8 FT I,2_4 i) CONTACT A REPRESENTATIVE WHEN MAXIMUM FILL HEIGHT MAY FE EXCEEDED. ADDITIONAL INSTALLATION REQUIPEMENTS ARE PROVIDED IN THE DRAINAGE I-IANDBOOK SECTION 5 RETENTIONIDEIENTION'. MS RECOMI'IENIOS THE USE OF FLEXSTOFPM CATCH IT INSERTS DUPINO CONSTRUCTION FOR, AlL INlETS TO PROTECT '[HE SUBSUPFACF STOBMIAATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF III.. IT . . .. .. BILL OFMATERIALS NOTES . . 'THE COMPONENTS AND QUANTITIES LISPED HERON APE NOT INTENDED TO BE A COMPPEI4ENS1VE MR'I'E.PIAL LIST. TEEXE LACGN ENGINEER U" . - ' A' U'' ' , Q_ U LX RA COb [PONENIS NOT LISTED HI s IN MAI SE NECECUAP ro CONLRTL THE CONSTP1JC 0N C5 THE, UYTFO THE PIPE COVER REQUIREMENTS NEE I UT RJIV ELEVATIONS IONS AND IF NE HA F AL1JU 1 GRADING Ti EIJUFE ITEMJ QTY. PART# DESCRPT(ON MATERIAL VENDOR NOTE . THE SITE DESIGN ENGINEER N-'1LJST REVIEW THE PROXINIITY CF THE PIPE TO THE RETAINING VVPLL AND - STICK -1 46 ))PE STICK SOLID HDPE ADS SEE DETAIL 00000SF EFFEC'T' QE PO CUE 1A1UPITED SOILS ON TEE RETAINING WALL'S INTEGRITY STICK -2 45 PIPE STICK SOLID HOPE ADS SEE DETAIL TIll SITE TTICNt FN,",INCFR HAT REVIEH THE FF00! MEL OP "HE TO THE OL LPr AND PH 1 -'-----'--- EFFECT" OC P037811311 SATURATED SOILS ON THE LOPE P TESRIIY 5' LI 002018 48 PIPE STICK: SOLID HOPE ADS WT1B S1iJBI7EF AND INVERTS Tc2E iEREILDN THEITEDE0CIICNGlNEEPFR10RTOTAERlCATION 0 D 1 TBDBYENIGINEER ADSGEOTEXTILE, FABRIC ASSPEC"IFIED ADS AS NFFDFD * NOT FOR CONSTRUCTION THIB LAYOUT 3 POP flAirl ON' I PLI'O C DIII 1 EtC Cl (7PT 6 TEL F O JOE i 'POF AGE V01 UMF UA I EL ACHIEVED OTE lb 0 11 1- CL U) - w - 0 U 0 EL :. ...-.... .. .......... ..... .. . .. ..... ... .. ... .. .. . ..-:.. .. .. .. .. ... ... ..... .. .. .. .. :. ... ... :... . .. ... HO: U 7"Cl C H EACMATIO ILIMlI ITO' U AG ADS C PCT> TILE FAN IC SERVE INC CLEANOUT P. JUNCTION / 11r 01 QURFU B RITL DECK 3N ENDC.ER) p STRUCTURE PEP PER DETAIL I ON SHEET ') 10. H 3 [I' U HEFT 2 OF4 ot Ii IL 011) 00 0 0 0 C 0 LL. C - 00 ca 0 CO a) 0) E .? 00 OC 00 V) U) II) ci) g <0 0 10 01 0 0 C U, ow — mommor — --- I8 PIPE STICK SOLID W' 48 INTFRN WEIR PLATE WY (3: GUSFTS SEE ORIFICE DETAIL 1 ON SHEET DETAIL ON SHEET 12 AND PROJECT SWQMP REPORT FOR z 437' iINV-INV' - ..J i._.. ADDITIONAL INFORMATION ON ORIFICE PLATE. 30.1 ?INV-CLN - FULL STICK Lu 22. (INV-CEN) - b (NO SPIGOT) cr 0 99 ce Ln 74 2 C14 01-7/8' -' : -'-• 0258 -- 13 lEO 1 23 - 048" - INTERN WEIR v" (3) ,K GUSSETS 0Th. 1 ff VENT TUBES SHUT PRIOR TO SHIPPING STICK-I 48" P:E STICK: SOLID W/ 4' REINFORCED WELDED END PLATE W/ ' STUB 14151 045 '/TIb SPIGOT . vwlII LVI 1 I / z 0 F- (A — -- A El 0 17 0 A H- -F El: EL rn <001 < J o I V I3 0 r.J H 4 -J EL U) o 0 A (Al O' LLLL ADS HDPE TRENCH DETAIL FOR BMP B-2 FITS CLASS II AGGREGATE BASE MATERIAL FINAL ACVF]If MF'i OOJEF TO 24 MIN COVER TO AC PAVEMENT, F'I - . AC PAVEMENT, H H25 LOADING ACTUAL 4 55' COVER PER PLAN (lAO mm) = CLASS II AGGREGATE BASE MATERIAL CLASS II AGGREGATE BASE MATERIAL 6 (153MM) FOR 48 PIPE PAN TRENCH 0TH COMPACT TO 95% RELATIVE COMPACTION PER (SEE TARLD), SOILS 80" OR 6.67' EMTh 2 QTY: STICK-2_ c -. :3 EAG :0 e 0 "C- 00 cl 132 S A IL li 30F4 SHEET 0 LU 0 CN I QLJJ _0EN>w< w ,t - n2<°. 00 o LIJ Hc° —J° d EL CsJ I ca X<c<i3 L1J Lzu M cI)W_J0 WH C a. LO C) Z Lli 0 L() aD Q EL V) (\J EL C/) (I) C 0 0 — NOTES: ' 11 . C H 1. ALL PIPE SYSTEMS SHALL RE INISTALLFD IN ACCOPOANCE WITH MILl 02321, 'STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER CRAVITY FLOW AF000ATIONJS', Y H LU LATEST ADDITION 0'- 2- 1,1EASURES SHOULD EETRRLNTDPE ENT MIGRATION OFN\TIJE ONES INTO RACKFILLNIA7ER1AL AIHP,JREOIIIRED u: = 0 1701JN[61CTIOFF WHERU THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPi H EEOLJI,AAG Hi THE cNG[ EEP 1110 PLPL'CE WITH SUITABLE MATERIAL AS SPECIFIED BY THE EI,IrNEER AS AN C ALTERNATIVE OATTHE F HA R:flO 01 THE DEAIUN NrINDER THE TE NCH POTTOM MAY E L605ILI'ED U IWO A GEOTEXTILE MATERIAL. I 4 BEDDING' SUITABLE MATERIAL CHALU RE CLASS I, II OR III, THE CONTRACTOR SHALL P1301DB DOCUMENTATION FOR : UI HATERI'L SPECiFICATION TO ENC I[EP UNLESS OTHERtRIOE NOTED BY THE ENGINEER, I [NIMLIM BEDDING THICKNESS SHALL GE 4(102 mm) FOR 4-24"( 100-6f)0 mm3 6'(lE3 mm) FOR 30-501760-9011mm), H 5 INITIAL BAEKFILL SU]TAELE MATERIAL SHALL BE CLANS I II OR Ill IN THE TEE ZONE EXTENDING NOT LESS TH" F 1150 mm) ACO\/E CROWN OT PIPE THE CONTRACTOR SHALl. PROVIDE DOCUMENTATION FOR MATERIAL . SPFCIEICATIOLITO ENGINEER. MATERIAL SHALL BE INSTALLED AS RECUIPED IN AS TIM 02121, LATEST EDITION, C 11IlB 051 CO/FR MIMI U I COLTR H 1 LIDS TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS IS 12 (330 m) FROM THE TOP OF PIPE TO GROUND SURFACE ADDITIflHAL COVER MAYBE REQUIRED TO PREVENT FLOATATION FOR TRAFFIC APPLICATIONS, MINIMUM COVER H IS 1 1305 mnj UP TO 4 (1200 plC') DIAMETER IRE AND 0 ([10 mm) A OF CORER FOR CO (150 mill DIAMETER PIPE NEC SUFPD FROM TOP OF PIPE TO BOTTOM OF FLE/IDLE PAVENIENT OR TO TOE OF RIGID PA 'E'4F3 FOR 'IRAFRIC APPLICATIONS ALTO LESS THAN FOUR -SET OF 00SF-P B AP0I lENT OF THE F HA HALL BE USING ONLN A CLASS IDE CLASE II BAONFLLL 40F4 SHEET 0 (Al C`4O LO = 0 C'4C'.l ' CL E -f-' F-N aD 1 1 S.- > d -o ul.UNDERGROUND SERVICE ALERT Call: TOLL FREE 1-800-422-4133 KNOW WHAT'S BELOW. CALL BEFORE YOU DIG. TWO WORKING DAYS BEFORE YOU DIG IE I1- 00000 ("I ENGINEERS NOTE TO CONTRACTOR: THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES, PIPES, AND/OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL ASCERTAIN THE TRUE VERTICAL AND HORIZONTAL LOCATION OF THOSE UNDERGROUND UTILITIES TO BE USED AND SHALL BE RESPONSIBLE FOR ANY DAMAGE TO ANY PUBLIC OR PRIVATE UTILITIES, SHOWN OR NOT SHOWN HEREON. IF THE CONTRACTOR ENCOUNTERS ANY DISCREPANCIES, CONFLICTS OR AREAS WHICH HE FEELS UNWORKABLE, HE SHALL NOTIFY THE GRADING ENGINEER IMMEDIATELY PRIOR TO CONTINUING OR DEVIATING FROM THIS PLAN. UNAUTHORIZED CHANGES & USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDI11ONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. 5 0 I C 0F5 - ATTACHMENT lb TABULAR SUMMARY OF DMAs AND DESIGN CAPTURE VOLUME CALUCLATIONS DMA ATOT Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods B.6.3 Sizing Flow-Thru Treatment Control BMPs: Use for Sizing Proprietary Biofiltration BMP Flow-thru treatment control BMPs shall be sized to filter or treat the maximum flow rate of runoff produced from a rainfall intensity of 0.2 inch of rainfall per hour, for each hour of every storm event. The required flow-thru treatment rate should be adjusted for the portion of the DCV already retained or bioflitered onsite as described in Worksheet B.6-1. The following hydrologic method shall be used to calculate the flow rate to be filtered or treated: Q = C x i x A Where: Q = Design flow rate in cubic feet per second C = Runoff factor, area-weighted estimate using Table B.1-1. i = Rainfall intensity of 0.2 in/hr. A = Tributary area (acres) which includes the total area draining to the BMP, including any offsite or onsite areas that comingle with project runoff and drain to the BMP. Refer to Section 3.3.3 for additional guidance. Street projects consult Section 1.4.2. Worksheet B.6-1: Flow-Thru Design Flows 1 DCV DCV 2491 cubic-feet 2 DCV retained DCV, 0 cubic-feet 3 DCV biofiltered DCVbI0ai 0 cubic-feet 4 - j DCV requiring flow-thru (Line 1— Line 2-0.67xLine3) DCVOWIIU 2491 cubic-feet 5 Adjustment factor (Line 4 / Line 1)* AF= I unitless 6 Design rainfall intensity i= 0.20 in/hr 7 Area tributary to BMP (s) A= 1.202 acres 8 - Area-weighted runoff factor (estimate using Appendix B.2) 0.86 urutless 9 Calculate Flow Rate =AFxCxixA Q= 1 0.207 1cfs *Adjustment factor shall be estimated considering only retention and bioflltration BMPs located upstream of flow-thru BMPs. That is, if the flow-thru BMP is upstream of the project's retention and biofiltration BMPs then the flow-thru BMP shall be sized using an adjustment factor of 1. FOR DESIGN FLOW RATE FOR PROPRIETARY BIO FILTRATION MULTIPLY Q BY 1.5 TO GET TREATMENT FLOW RATE. (0.207)*1.5 = 0.310 CFS BMP TREATMENT FLOWRATE FOR MWS L-8-164-6.5"-C 0.346 CFS CHECK 0.346 CFS > 0.310 CFS ..... -> O.K. B-36 February 2016 DMA BTOT Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods B.6.3 Sizing Flow-Thru Treatment Control BMPs: Use for Sizing Proprietary Biofiltratlon BMP Flow-thru treatment control BMPs shall be sized to filter or treat the maximum flow rate of runoff produced from a rainfall intensity of 0.2 inch of rainfall per hour, for each hour of every storm event. The required flow-thru treatment rate should be adjusted for the portion of the DCV already retained or biofikered onsite as described in Worksheet B.6-1. The following hydrologic method shall be used to calculate the flow rate to be filtered or treated: Q = C x i x A Where: Q = Design flow rate in cubic feet per second C = Runoff factor, area-weighted estimate using Table B.1-1. i = Rainfall intensity of 0.2 in/hr. A = Tributary area (acres) which includes the total area draining to the BMP, including any offsite or onsite areas that comingle with project runoff and drain to the BMP. Refer to Section 3.3.3 for additional guidance. Street projects consult Section 1.4.2. Worksheet B.6-1: Flow-Thru Design Flows 1 DCV DCV 1678 cubic-feet 2 DCV retained DCV 0 cubic-feet 3 DCV biofiltered DCVb,ri 0 cubic-feet - DCV requiring flow-thru (Line I - Line 2— 0.67xLine 3) 1678 cubic-feet 5 Adjustment factor (Line 4 / Line 1)* AF= I unitless 6 Design rainfall intensity i= 0.20 in/hr 7 Area tributary to BMP (s) A= 0.82 acres 8 - Area-weighted runoff factor (estimate using Appendix B.2) C= 0.86 unitless 9 Calculate Flow Rate =AFxCxixA Q= 1 0.141 1 cfs *Adjustment factor shall be estimated considering only retention and biofiltration BMPs located upstream of flow-thru BMPs. That is, if the flow-thru BMP is upstream of the project's retention and biofiltration BMPs then the flow-thru BMP shall be sized using an adjustment factor of 1. FOR DESIGN FLOW RATE FOR PROPRIETARY BIO FILTRATION MULTIPLY Q BY 1.5 TO GET TREATMENT FLOW RATE. (0.141)*1.5 = 0.211 CFS BMP TREATMENT FLOWRATE FOR MWS L-8-8-5'4"4-1-IC 0.237 CFS CHECK 0.237 CFS >0.211 CFS ..... -> O.K. B-36 February 2016 PROPOSED DMA SUMMARY Area ID Area(sf) Area (ac) 85th percentile depth (in) Pervious Area (SF) Pervious Area (AC) lmperviou sArea (SF) sArea (AC) lmperviou Area Percent Impervious Weighted Runoff Coef. SWQMP Soil Type DCV(cf) FLOW THRU A1 7,713 0.177 0.65 1443 0.033 6270 0.144 81 0.75 D 313 0.040 A2 44,661 1.025 0.65 0 1 0.000 44661 1.025 100 0.90 D 2177 0.277 A3 4,610 0.106 0.65 1448 0.033 3162 0.073 1 69 0.65 0 162 0.021 487 0.011 0.65 151 0.003 336 0.008 69 0.65 D 17 0.002 As 2,966 0.068 0.65 1008 0.023 1958 0.045 66 0.63 D 101 0.013 A6 2,669 0.061 0.65 1158 0.027 1511 0.035 57 0.55 0 80 0.010 A, 2,989 0.069 0.65 972 0.022 2017 0.046 67 0.64 D 104 0.013 B1 3,972 0.091 0.65 0 0.000 3972 0.091 100 0.90 0 194 0.025 B2 31,731 0.728 0.65 1443 0.033 30288 0.695 95 0.86 D 1484 0.189 83 5,917 0.136 0.65 2604 0.060 3313 0.076 56 0.55 D 176 0.022 84 13,518 0.310 0.65 3678 0.084 9840 0.226 73 0.68 D 500 0.064 ATO 52,374 1.202 0.65 1443 0.033 50931 1.169 97 0.88 D 2491 0.317 B2OT 1 35,703 0.820 0.65 1443 0.033 34260 0.787 96 0.87 D 1678 0.213 8,AToT 1 19,435 0.446 0.65 6282 0.144 13153 0.302 68 0.64 D 675 0.086 MITIGATION AREA (SF) A,,,, + B,,,, 88077 IMPERVIOUS AREA (SF) 85191 PERVIOUS AREA (SF) 2886 DISTURBED AREA (SF) 31323 ACRES= 2.02 ACRES= 1.96 ACRES= 0.07 ACRES= 0.72 97 3 EXISTING DMA SUMMARY Area ID Area(sf) Area (ac) 85th percentile depth (in) Pervious Area (SF) Pervious Area (AC) lmperviou sArea (SF) lmperviou sArea (AC) Percent Impervious Area Weighted Runoff Coef. SWQMP Soil DCV(cf) FLOW THRU (Q) () A1 7,713 0.177 0.65 3405 0.078 4308 0.099 56 0.55 0 228 0.029 A2 44,661 1.025 0.65 0 0.000 44661 1.025 100 0.90 0 2177 0.277 A3 4,610 0.106 0.65 2969 0.068 1641 0.038 36 0.38 D 96 0.012 A4 487 0.011 0.65 100 0.002 387 0.0139 79 0.74 P 19 0.002 As 2,966 0.068 0.65 2496 0.057 470 0.011 16 0.23 D 36 0.005 A6 2,669 0.061 0.65 916 0.021 1753 0.040 66 0.63 D 90 0.011 A, 2,989 0.069 0.65 0 0.000 2989 0.069 100 0.90 D 146 0.019 3,972 0.091 0.65 3158 0.072 814 0.019 20 0.26 D 57 0.007 82 31,731 0.728 0.65 1443 0.033 30288 0.695 95 0.86 D 1484 0.189 83 5,917 0.136 0.65 0 0.000 5917 0.136 100 0.90 D 288 0.037 B4 13,518 0.310 0.65 3678 0.084 9840 0.226 73 0.68 D 500 0.064 AmT 52,374 1.202 0.65 6374 0.146 46000 1.056 88 0.80 D 2277 0.290 BlOT 1 35,703 0.820 0.65 1 4601 0.106 1 1102 0.714 87 0.80 D 1541 0.196 8PAI.TOT 1 19,435 0.446 0.65 6282 0.144 1 13153 0.302 68 0.64 D 675 0.086 NOTE: Atot = Al +A2 (IMP AREA=50,931 SF) BEING TREATED IN LIEU OF A1+A3+A4+A5+A6+A7 (IMP AREA=15,254 SF) Btot= 131+132 (IMP AREA=34,260 SF) BEING TREATED IN LIEU OF B1+B3+B4 (IMP AREA= 17,125 SF) B pal,tot=133+134 (IMP AREA=13,153 SF) BEING TREATED WITH PRE-TREATMENT AND COMPENSATED FOR IN Btot TREATMENT VOLUME. ATTACHMENT lc HARVEST AND USE FEASIBILITY SCREENING Appendix I: Forms and Checklists )][b @m flbiLfty (h Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season? C] Toilet and urinal flushing Landscape irrigation DOther If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. [Provide a summary of calculations here] TJJ IaEdsEam IfttIra[iD dOD acd For= sIll EsIIIIJ laD Ela[]]Ja[l[r EsD FS .960 EalloEs Mr aLtO OCr 36 EoEr [Crd. TOO s[[u]L 0.015([truraurd arEa AC)*390(GAL/AC) = 0.0 15(0.214 AC)*390(GALJAC) = 1.25 GAL or 0.167 CF --00.25(DVC) = 233.5 CF Calculate the DCV using worksheet B.2-1. DCV= 934 (cubic feet) 3a. Is the 36 hour demand greater 3b. Is the 36 hour demand greater than 3c. Is the 36 hour demand than or equal to the DCV? 0.25DCV but less than the full DCV? less than 0.25DCV? O Yes / No => 0 Yes / 41 No 4 Yes Harvest and use appears to be Harvest and use may be feasible. arvest and use is feasible. Conduct more detailed Conduct more detailed evaluation and nsidered to be infeasible. rc evaluation and sizing calculations sizing calculations to determine to confirm that DCV can be used feasibility. Harvest and use may only be at an adequate rate to meet able to be used for a portion of the site, drawdown criteria, or (optionally) the storage may need to be upsized to meet long term capture targets while draining in longer than 36 hours. Is harvest and use feasible based on further evaluation? 0 Yes, refer to Appendix E to select and size harvest and use BMPs. 41 No, select alternate BMPs. 1-2 February 2016 ATTACHMENT id CATEGORIZATION OF INFILTRATION FEASIBILITY CONDITION Appendix I: Forms and Checklists Part 1- Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response 1 to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: PlEasO sEn FORM 1-9 "IOlIVraUbD FaE1tr oESaUIUBWorEsEEIfl UJElEdEd W)APPENDIX 1. IEUhIiaUDra11rs wilhlElliffid [Or Eoru:its P-3 & P-I DErDDEasErEd Eo 00 0.163 nT/Er aEd 0.183 OT/Dr a[Iltr aOEIDIEIJ [I[lJaEEroEr[UD [E[Or osaUlllll Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, 2 groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: DEE] Lb uIJJIoEa[IbEs oEIILIJ BMPs aEd Urn EroEosEd rEEU1fflE] Dalls aEd E[l[IUJJ [bErdaflOEs sErr00dWJJ ULU EossuhloloEaUOooEao UlilhitaUbO BMP EaEards sELIJas aD U]trEasD Ulilantral D'tssErEsad Eofllrllal rEdEEllOEs [LUso]s[lI ''iii' ParUäl aIUlIla[EbDOaDmflrasUhIDiiiiiiiiIiraUO0I dlrLultd dooEElard Efl[IlTaIID DO]]] [I[IJ EsDoEItfl cno EaElDI[[lfls o[]IE] [0000srdEs o[JllLI1a[Ib0 ( Ell=s Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 1-3 February 2016 Appendix I: Forms and Checklists Criten Screening Question Yes No a Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Dm10 [ItE]IaEd EsaoJoan]Jsonacd cr000[[[rorOa[lOflaoi 'liii 'm01li0dDEr1o110o]ro Ero[rdOafltr Eo[Tao 11Ta000 rIEs Cos0a i:rflEa[ib OLD [ThUUJJ ErotldOa[ltr. S[taraflbO MoD [[[El EroCEdOaQIr raE10Fs ErEa[1[r [1[a0 [II]J []IIorEd doclfl]0E30 [1111100 Erad0assEbODoOOED soft rErorLtrctard D0S(iEifltraI OEsErEa000Gro11jErcTar:d oQ 10/14/2019 PromlJ:No. 8219-06 SmATTACHMENT5 Fora EoDJoE]}flJGEoiiii ii "aISUtd0[ffEIEdU]lJPErEoIaflb0T:suuE]REs[J[. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: As Er0E16E8I0d[&rss:d Ero[tdoa[llrdllllrsaroErEa[Irr Mao 30 01111100 Erado[ItEs D][l1IaW]E DoEld CoMaEsOa Eo[JIDl [Or [Ibo r(I[I]]Es. Add(flbEalloEo[s[dErQ])J OED Da[Or[rfl]oD]flJsol] Fs a0DJUm]ErCa0dDI1oEflDU]JosDJautr Fs din iind o[D1aEd aEd dEsE[[[td [0 sr]lTlrlou or 11111111 lrECoUfflO Oi1trUhlJ OrE] sCE-radcl Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. If all answers to rows 1 -4 are "Yes" a full infiltration design is potentially feasible. Part 1 The feasibility screening category is Full Infiltration Result PROCEED If any answer from row 1-4 is "No", infiltration may be possible to some extent but TO PART 2 would not generally be feasible or desirable to achieve a "full infiltration" design. Proceed to Part 2 "To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings. 1-4 February 2016 Appendix I: Forms and Checklists ts Part 2— Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would Infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No Do soil and geologic conditions allow for infiltration in any 5 appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: SoJIllhIs Mr UflJarEa omorDEoEsiEoLuuj.s B & D. TDJ1raIIDiILnD soft arDEoEsDu1td [Or [[lflhIa[lbOdDD[O 011JElB1DsIItaEd [laD EoLulu.I BMP B-I Fs sErrocUdd DD[UIIJD soils. BMP A-i i sErroLrdEd CL fl1]]J B soils 00]]IJ EaD LU EoEsrdrcd urasUllD[Or (flhilI8000 011 cHIld E]Er Co I a Mo 0 ffs Fs rEscl[Ird [111100 [llllllta[lOOra[Its so]IsU1llJEoor U]][]l11a[lODOEal([llrs 9D Ms arEa. A[1IIr aD1DhIIJ [ILL] Eal[Ila[lld [[[0r osaullll] [Or P-3 010 EalLEla[Ird UTUlJta[lOD rafl]J [or dEsE[IlJ Dodd II 0.163 UT/Er Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. Can Infiltration In any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope 6 stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: ID 11111 UlLIEdEd (IIUITha[lbO101]]tr [toO S[ti[II]tral OEsErEa ROD GroE1JlEEl Da[Ird Ja Marc i4, 2020 ProwLLLo. 8219-06 s(Utd UTaD JI!aUOO Fs DIfffaIlOEossUl1Ll GroDEdDaEWr do:I1rs aril 0100 30 [II] 0100 EradDaEd DErDEoDIroCElIrrEd dErELEIJ[llild ollora[[O[1 No dc000aEards 10 [L1[1] or LI-oEosEd EUI]]J]Is EaLU OIL] d lEo[ErEd a =s nm ci Tm EroEosEd loEaUbEs For BMPs [01100 UUJ [J[br([faI draflla[IJ Ea[lltrfl [Or 0110 UJU11IJdDIlom DII TDJdoDEs(tEaD loEaQbEs oD1flJEroEosEd BMPs (II [losLlDEo EroEosEd rcraull[IflDaIlsaEd [bEEdaflOEs DEIflDEo[ld EbsOa r1E] [[lEss aD ([H [E0 EaLlO 101Cr ( EsEd as s[[IJ [0 EloDJ[1]ElTha[IOD (too [I[IJ [bDaEd [ICE] sidEs oCH[IJ BMP U11aOLl1brLrodir ii ullulltaflOoccrflffallflDlllllodoodEard dt?m[ooEoaEo(d oJlsso:nJ Ia[ItaI Earu]] ErEssLlEs. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. 1-5 February 2016 Appendix I: Forms and Checklists Criteria Screening Question Yes No Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Dm[ EIIEJIaEd Esamoclltlosu:lBaEd EEo00UI[r0a1[0aCo' ii" 'u3unlJdm1omoIro Eroccdoalrr EoEl0 MOD r1Es CbsDa [[FrEaCro DLDJflfllJEroCEdDaUtr. SETarai10[o0 (BE EroEEd0aflfl- (EI0 FS ErEaUtr (lrao ODD ollor:d dllflhloc30 11111100 Eradoas sE00000U]IJ solEs rctarcrrllarEd cLSElnflrral OEsErEa1Ib0 Gram ErDEarEd oE 10/14/2019 Pro WJINo. 8219-06 SDJATTACHMENT5 Fora EoC]JoIiEEJJGEoiiii ii 'J'aISUtd0UTEIEd11JPErEaIaCIDTEs[DThREsC:1(. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. Can infiltration be allowed without violating downstream 8 water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: No EEo00do0Es[FtaD Oalltr r=s rEs(iiii_iiiillia00oD lifE EroifltEslll]1 Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. If all answers from row 5-8 are yes then partial infiltration design is potentially feasible. Part 2 The feasibility screening category is Partial Infiltration. PARTIAL Result* If any answer from row 5-8 s no, then infiltration of any volume s considered to be i i i INF FOR DMA AIOD infeasible within the drainage area. The feasibility screening category is No Infiltration. To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings. 1-6 February 2016 Appendix I: Forms and Checklists Factor Category Factor Description Assigned Factor Product (p) ,',.gnt ci Weight ¼W) Value V) p = w x v Soil assessment methods 0.25 1 0.25 Predominant soil texture 0.25 3 0.75 Site soil variability 0.25 2 0.50 A Suitability Assessment Depth to groundwater / impervious layer 025 1 0.25 Suitability Assessment Safety Factor, SA = Ep 1.75 Level of pretreatment! expected sediment loads 05 1 0.5 Redundancy/resiliency 0.25 2 0.5 B Design Compaction during construction 0.25 3 0.75 Design Safety Factor, SB = Ep 1.75 Combined Safety Factor, Si= SAX SB 3.06 [13.0 Observed Infiltration Rate, inch/hr, USE BORINGS P3 p-i (corrected for test-specific bias) P-3 & P-I PER 0.49TESTING 0.49 0.55 Design Infiltration Rate, in/hr, Kdip = / SWW 0.163 0.183 Supporting Data Briefly describe infiltration test and provide reference to test forms: 5 FT AND 30 FT DEEP BORINGS WERE DRILLED WITH HOLLOW STEM AUGER DRILL RIG. PLEASE SEE THE INCLUDED PERCOLATION TESTING REPORT PERFORMED BY STRUCTURAL OBSERVATION GROUP, INC. DATED: 10/14/19 PROJECT NO. 8219-06 AND THE SUPPORTING REPORT DATED . 01/14/2020. 7 PERCOLATION TESTS TOTAL. P-3 & P-I ARE FEASIBILY THE BEST LOCATION FOR BMPs TO BE DESIGNED AND WERE SELECTED FOR THIS WORKSHEET. 1-7 February 2016 ATTACHMENT le POLLUTANT CONTROL BMP DESIGN WORKSHEETS/CALCULATIONS FOR USE IN GRA TE INLETS TOP VIEW NOTES: ALL HARDWARE, FLANGE, FRAME, SCREENS SHALL BE STAINLESS STEEL HYDROCARBON BOOM SHALL BE 2 DIAMETER AND CONNECTED, MECHANICALLY TO THE ALTER FRAME WITH RAILS ALLOWING IT TO FLOAT ON THE WATER SURFACE REGARDLESS OF HEIGHT SEE PERFORMANCE REPORTS IN MANUFACTURES SPECIFICATIONS OTHER STANDARD AND CUSTOM MODEL SIZES AVAILABLE - CONTACT BIO CLEAN FOR MORE INFORMATION. BASED ON 37% OPEN AREA. CONSIDERS A SAFETY FACTOR OF 2.0. CONSIDERS A LOCAL DEPRESSION PONDIING DEPTH OF 6 INCHES. STORAGE CAPACITY BASED ON THE BASKET HALF FULL. '. CONCRETE STRUCTURE SOLD SEPARATELY. TRE ATMENT BYPASS SOLIDS MODEL * I FLOW FLOW 'STORAGE' (CFS) CAPACITY al -0 CLEAN SCREENING FILTER HIGH-FLOW BYPASS BID-GRATE-MLS HYDROCARBON BOOM 12-12-12 0.52 0.52 0.14 BIO-GRATE-MLS 251 251 0.70 3/4' *13 STAINLESS STEEL FLATTENED 18-18-18 EXPANDED BID-GRATE-MLS COARSE SCREEN 24-24-24 531 531 1.80 4 X 4 MESH STAINLESS STEEL FLATTENED BIO-GRATE-MLS 10.05 10.05 2.98 EXPANDED 30-30-24 BIO-GRATE-MLS 13.53 6.59 4,16 25-38-24 MEDIUM SCREEN BIO-GRATE-MLS 10 X 10 MESH STAINLESS STEEL 36-36-24 16.28 12.53 4.45 BIO-GRATE-MLS 16.94 1Z05 528 FINE SCREEN 48-48-18 14 X 18 MESH "FLIJV RATES CALCULATED I USING THE STAINLESS STEEL 35 MESH FCLLOIp'ING EQUATION STAINLESS STEEL FLOW SCHEMATIC Q=SCICdMA I21gth Cd = COEFFICIENT °'- .62 DISCHARGE BRA WIN& BID CLEAN tW.41E INLET FIL FER DETAILS MULTI-LEVEL SCREENING . Biow Clean Forterra Company TYPICAL NOBEL DETAIL WARRANTY. 8 YEAR NANUFACTLLERS 'RU.ECT: BID CLEAN ENVIRONMENTAL SERVICES, INC. 398 VIA EL CENTRO, OCEANSIDE CA 92058 PHONE. 760-433-7640 FAX 760-433-3176 'EVISIDNS: 'DATE' I IONsi I DATE:A DAlE' 10/12/17 SCALE' T =15 IDNS vilition, DATE' DRAF1E KC.P. UNITS = INCHES I DATE' PAGE 1 BIO CLEAN SCREENING FILTER WITH TROUGH SYSTEM FOR USE IN CURB INLETS TROUGH POSITIONS FILTER BASKET DIRECTLY UNDER MANHOLE OPENING FOR EASY ACCESS TROUGH SCREENING BASKET FIGURE l.• WIDTH OF INLET WILL VARY DETAIL OF PARTS i— MANHOLE WEIR FIGURE 2-- DETAIL OF CONFIGURATION MULTI-LEVEL SCREENING BASKET OUTLET PIPE TROUGH * STAINLESS STEEL DRIVE PIN FIGURE 4. DETAIL OF PROFILE FIGURE J.- DETAIL OF MOUNTING MODEL NUMBER TREATMENT FLOW (cfs,)' SOLIDS STORAGE CAPACITY (cu (I) BC-CURB-JO 2.85 2.21 BC-CURB-24 2.85 1.77 BC-CURB-18 2.85 1.33 BC-CURB-12 2.81 0.88 non wn,r. 0,/i a'a rAn, I', 100 ISII CT Cu rrn nrr,u C TREATMENT FLOW RATE? 2.85 cis I WARRANTY. 5 YEAR MANUFACTURERS IPRWEC I 810 CLEAN ENVIRONMENTAL SERVICES, INC. 398 144 EL CENTRO, OCEANSIDE CA 92058 PHONE.-760-433-7640 FAX:760-433-J/76 DATE? 1011212017 SCALE? NTS DRAFTER: M.C.P. UNITS = INCHES NOTES: TROUGH SYSTEM PROVIDES FOR ENTIRE COVERAGE OF INLET OPENING SO TO DIVERT ALL FLOW TO FILTER. TROUGH SYSTEM MANUFACTURED FROM MARINE GRADE FIBERGLASS, GEL COATED FOR UV PROTECTION. SYSTEM ATTACHED TO THE CATCH BASIN WITH NON-CORROSIVE HARDWARE. FILTER MANUFACTURED OF /00% STAINLESS STEEL. ALTER MADE OF NON-CLOCCIN SCREEN l$171 4.7 MM OPENINGS AND MEETS FULL CAPTURE REOUIREMENTS. FILTER CAN BE FITTED WITH HYDROCARBON ABSORBENT BOOM FILTER IS LOCATED DIRECTLY UNDER THE MANHOLE FOR EASY REMOVAL AND MAINTENANCE. LENGTH OF TROUGH CAN VARY FROM 2' TO JO' OTHER STANDARD AND CUSTOM MODEL SIZES AVAILABLE - CONTACT 8/0 CLEAN FOR MORE INFORMATION. /0. CONSIDERS A SAFETY FACTOR OF 2.0 II. BYPASS IS FACILITATED VIA OVERFLOW OF THE TROUGH SYSTEM AND IS EQUAL TO THE CAPACITY OF THE CURB OPENING STORAGE CAPACITY BASED ON THE BASKET HALF FULL. ADDITIONAL TREATMENT AND STORAGE CAPACITY CAN BE ACHIEVED BY UTILIZING MULTIPLE FILTER BASKETS. BioèCIean A Forterra Company PAGE 7 'SEE PAGE 2 FOR EXPLANATION OF aow RATES MULTI-LEVEL SCREENING MODEL /: BC-CURB--MLS DATE: DATE? DATE: FILTER EASILY INSERTED AND REMOVED FROM MANHOLE OPENING WITHOUT NEED OF ANY EQUIPMENT 20" IY' r" Trn ml 18" DIA FILTE HANDLE FOR REMOVAL IL4NDL FIGURE 2.- DETAIL OF DIAMETERS HYDROCARBON ;r(j SCREEN 314" /13 STAINLESS STEEL FLATTENED EXPANDED COARSE STAINLESS STEEL MEDIUM SCREEN 10 X 10 MESH STAINLESS STEEL FINE SCREEN 14 X 78 MESH STAINLESS STEEL 35 MESH STAINLESS STEEL VARIES. SEE TABLE ON PAGE 1. MODEL # BC-CURB -ML S FILTER MANHOLE OPENING WITH 24" FRAME AND COVER FIGURE 1. DETAIL OF INSTALLATION 20" /WEIR HINGES UP FOR EASY ACCESS INTO CATCH BASIN FIGURE 4.• DETAIL OF WEIR FLOW RATES - CURB FIL TER TREATMENT FLOW RATEI 2.85 cfs SAFETY FACTOR OF 2X *TREAIMENT FLOW RATE IS BASED ON THE * CRITICAL POINT OF RESTRICT/ON, WHICH IS WEIR CAPACI1Y=2.85 CFS EITHER THE WEIR OR THE SCREEN SCREEN CAPACITY-4.82 CFS CAPACITIES. *#FLOW RATES CALCULATED USING THE FOLLOWiNG EQUATION - 0SO d*A VI Cd = DISCHARGE COEFFIC'IENT = .62 MULTi—LEVEL SCREEN/NC SEE PACE I FOR NOTES MODEL /: BC—CURB—MLS Biolu"~I-Clean A Forterra Company '5: DATE. 'S IDATE '5: DATE: PAGE -- DRAWING: BC-CURB-MLS ALTER TREATMENT FLOW BAlE: 2.85 cfs WARRANTY.- 5 YEAR MANUFACTURERS 8/0 CLEAN ENVIRONMENTAL SERVICES, INC. 398 VIA EL CENTRO, OCEANSIDE CA 92058 PHONE:760-433-7640 FAX.760-433-3776 DATE: 10/12/2017 SCALE: NTS DRAFTER: M.C.P. UNITS = INCHES S18Vc/ JO 7/V130 7 3SflOLJ IJJ.LO .J.JJ ,,T,r.La H0fl08I 7383S N011k2/flO/1NO3 JO 7/V13O Z 3cIfl9/J :5310N c 30Vd AuedwoD eil3poj V uealo,o's a . 52)ISV9 831713 37d!I7flPI ON/ZI7I1fl AG O3uIH3V 38 NVO A1I3VdV3 30V801S 01W 1N3Pf1V381 7VNOIIIOOV CI 77173 37W1 13)1SV 3H1 NO O3SV8 AI/3VdV3 39V/lOIS ?I 9N/N3dO 88173 3H1 JO )1/3VdV3 Al 01 7VflO3 SI 01W VI3ISAS /1017081 3/11 Jo M07383A0 M 031 VII7/3 Vi SI SSVdAS .11 OZ JO 8013V3 A133)S V S83015NO3 01 WOUV#YSOJNI 380P1 8010379 OR IOVINOO - 378Y71ViV 531/S 7300P1 P10100 01W 08VONVIS 83H10 •6 ,Of 01 Z P10/li A8Wi NVO H0flO81 JO HION31 9 3ONVN3IN/Wl 01W 7VA01Y38 AS'9 803 37OHNVVI 3H1 830111? A7133810 031 V307 SI 8317/3 L P1008 1N388059V N088V)080AH HI//A 031113 39 NVO 8317/3 9 SIN3P138Ifl038 38flLdV3 71/LI S133P1 ONV SON/N3d0 IVI 1k HI//A N3383S 11/05073-NON JO 3GVYI 831113 c 13315 SS37NI0IS ZOO! JO 038fl13VJflNVVl 8317/3 k 38VM08VH 3/iISO8803-NON HI//A NISV8 HOIVO 3H1 01 03H3 VII V PI3ISAS C NO11331O8d N? 803 031 VO3 730 55V1083813 30V80 3N18V1 PlO/li C38fl13VJflNVPl P1315A5 H0fl08.L Z 831713 01 /4073 77V 1834/0 01 OS 0MN3dO 137N1 JO 3OV83403 3811N3 803 530fr108d VI3ISAS H0fl08I 1 ONIINflOI'V JO 71V130 ç 3flQ/J Md 3/180 1331S 5531N/VIS /1017081 3d/d flhlflO r .L3XSVG ON/N3383S •: _____ 73,137-1171714' :i____ H0fl081 01 OW P1083 831 VIA flY 73NNVH3 01 1 83183410 SSY1O83BIJ / ON!113d0 370H/MY 98173 - 371J0dd JO 7/VI3G 3cYfl9IJ :3j vo 57P1-88fl3--38 :/ 7300P1 0/1/1133835 13A37-1171711 S3H3NI = SI/Nfl •d3V :831iy)J0 SIN :37y35 t!Oe/i/oi -JIVG 9LIC-CCk-091:xyi Ok9t-ffk-09Z:3N0Hd 906 VO 30/SNV330 ?181N33 7V 'Z4 96f 3M S33!/.835 7VIN3VINO8I4N3 11Y373 0/8 S838fl13YJflNYPl 8V3A g :111W/l8yM Sp 99e JIM MY JJ/3140381 571V130 831713 137NI 88fl3 11Y373 0/9 5/1//4Jc7 WIG SOMM Hilivi ?81 S137NIGYnD M 3Sfl HOd V'31SAS HOflOHI HuM HL 71d OMN360S NV370 0/8 4Ik IERT1C.4L , UNDERORAJN MANIFOLD OUTLET PIPE SEE NOTES - ------LL11P. - - BED VOID AREA 14 - —PRE—FILM eI CARTRIDGE URN OPENING. \SITE CURBING BY OTHERS DRAiN DOWN LINE LEFT END VIEW PLAN VIEW - • I fl.; I!M PEAK HGL IEOUT 6'H_ —12~-Om 6w 13'—O a I— ELEVArION VIEW INTERNALBYPASSDISCLOSURE: THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE METHOD TO BE REVIEWED AND APPROVED BY THE ENGINEER OF RECORD. HGL(S) AT PEAK FLOW SHALL BE ASSESSED TO ENSURE NO UPSTREAM FLOODING. PEAK HGL AND BYPASS C4PACI7Y SHOWN ON DRAWING ARE USED FOR GUIDANCE ONLY 9_Oa RIGHT END VIEW CURB SITE SPECIFIC DATA PROJECT NUMBER 2051 PROJECT NAME PALOMAR AIRPORT RD. PROJECT LOCATiON CARLSBAD, CA STRUCTURE ID BMP A—i TREATMENT REQUIRED VOLUME BASED (CF) FLOW BASED (CFS) N/A 0.346 TREATMENT HGL AVAILABLE (Fr) N/K PEAK BYPASS REQUIRED (CFS) - IF APPLICABLE Z97 PIPE DATA I.E. MATERL4L DIAMETER OUTLET PIPE 276.77 PVC 12 PRETREATMENT BIOF1LTRAT7ON DISCHARGE RIM ELEVATiON 282.09 282.09 282.09 SURFACE LOAD PEDE57R14N N/A PEDESTRIIN FRAME & COVER 2E4 030 OPEN PLANTER WETLANDMEDI4 VOLUME (CY) Z97 ORIFiCE SIZE (014. INCHES) 5 LA 01.46 NOTES: FOR TO VERIFY DOWNSTREAM DETEN17ON WILL NOT BACK UP INTO MWS. INSTALLATION NOTES CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS' SPECIF1C417ONS, UNLESS OTHERWISE STATED IN MANUFACTURER'S CONTRACT UNIT MUST BE INSTALLED ON LEVEL BASE MANUFACTURER RECOMMENDS A MINIMUM 6 LEVEL ROCK BASE UNLESS SPEC/FlED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE FOR VERIFYING PROJECT ENGINEER'S RECOMMENDED BASE SPECIFiCATiONS. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNEC17NG PIPES. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE (PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL PIPES SHALL BE SEALED WATERTIGHT PER MANUFACTURER'S STANDARD CONNEC77ON DETAIL. CONTRACTOR RESPONSIBLE FOR INSTALLATiON OF ALL PIPES, RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO GROUT ALL MANHOLES AND HATCHES TO MATCH F1MSHED SURFACE UNLESS SPECIFiED OTHERWISE. VEGETATiON SUPPLIED AND INSTALLED BY OTHERS. ALL UNITS WITH VEGETATION MUST HAVE DRIP OR SPRAY IRRIGATiON SUPPLIED AND INSTALLED BY OTHERS. Z CONTRACTOR RESPONSIBLE FOR CONTACTiNG BID CLEAN FOR ACTiVATiON OF UNIT MANUFACTURER'S WARRANTY IS VOID WITHOUT PROPER ACTiVATiON BY A 810 CLEAN REPRESENTATIVE. GENERAL NOTES I. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS, ELEVATIONS, SPECIFiCATiONS AND CAPACITiES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFiC DRAWINGS DETA/UNG EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT 8/0 CLEAN. ?AJN DRAIN OO$W UNE PLAN VIEW VEGETA77OA PLANT ESTABLISHMENT MEDL4 6- .JL LEFT END VIEW ELEVATION VIEW i.85 -- I HGL I II 12 . FLOW CONTROL RISER IE OUT I -Om I _______IL..-6- RIGHT END VIEW SITE SPECIFIC DATA PROJECT NUMBER 10048 PROJECT NAME 2051 PALOMAR AIRPORT DRIVE PROJECT LOCA17ON CARLSBAD, CA STRUCTURE ID BMP 8-1 TREATMENT REQUIRED VOLUME BASED (CF) FLOW BASED (CFS) 0.237 PEAK BYPASS REQUIRED (CFS) - IF APPLICABLE 4.95 PIPE DATA I.E. MATERIAL DIAMETER INLET PIPE 282.13 PVC 12 OUTLET PIPE 281.63 PVC 12 PRETREATMENT 8IOF1L IRA 1/ON DISCHARGE RIM ELEVA17ON 28Z22 28Z22 28Z22 SURFACE LOAD PEDESTRIAN OPEN PLANTER PEDES7RL4N FRAME & COVER 0J0 N/A 024 WE7LANDMEDI4 VOLUME (Cv) 5.49 ORIFiCE SIZE (DIA. INCHES) 5 El 01. 19 EOR TO VERIFY PEAK HGL (285.85) IS ACCEPTABLE AS IT IS TO UPSTREAM CATCH BASIN F1MSH SURFACE (285.87). E INSTALLATION NOTES CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS' SPECIFiCATiONS, UNLESS OTHERWISE STATED IN MANUFACTURER'S CONTRACT UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6 LEVEL ROCK BASE UNLESS SPEC/RED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE TO VERIFY PROJECT ENGINEERS RECOMMENDED BASE SPECIFiCATiONS. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTiNG PIPES ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL PIPES SHALL BE SEALED WATER TIGHT PER MANUFACTURERS STANDARD CONNEC17ON DETAIL. CONTRACTOR RESPONSIBLE FOR INSTALLATiON OF ALL RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO GROUT ALL MANHOLES AND HATCHES TO MATCH F1MSHED SURFACE UNLESS SPEC/RED OTHERWISE. VEGEA liON SUPPLIED AND INSTALLED BY OTHERS ALL UNITS WITH VEGETATiON MUST HAVE DRIP OR SPRAY IRRIGATiON SUPPLIED AND INSTALLED BY OTHERS. Z CONTRACTOR RESPONSIBLE FOR CONTACTiNG 810 CLEAN FOR ACT/VA 170N OF UNIT MANUFACTURERS WARRANTY IS VOID WITH OUT PROPER ACT/VAT/ON BY A BIO CLEAN REPRESENTA17VE. GENERAL NOTES INTERNAL BYPASS DISCLOSURE: THE DESIGN AND C4PACI7Y OF THE PEAK CONVEYANCE METHOD TO BE REVIEWED AND APPROVED BY THE ENGINEER OF RECORD. HGL(S) AT PEAK FLOW SHALL BE ASSESSED TO ENSURE NO UPSTREAM FLOODING. PEAK HGL AND BYPASS 6APACI1Y SHOWN ON DRAWING ARE USED FOR GUIDANCE ONLY. LOW INFLOW PIPE DISCLOSURE: IT IS RECOMMENDED THAT A SUFFiCIENT VARLA 1/ON IN ELEVATiON BETWEEN THE INLET AND OUTLET BE PROVIDED TO ALLOW FOR ACCUMULATiON OF SEDIMENT IN THE PRE-TREATMENT CHAMBER. FAILURE TO DO SO MAY RESULT IN BLOCKAGE AT INFLOW POINT(S) WHICH MAY CAUSE UPSTREAM FLOODING. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. ALL DIMENSIONS, ELEVATIONS, SPECIFiCATiONS AND CAPACITiES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFiC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT 810 CLEAN. BioCIean AFoflenaCompany June 19, 2020 Subject: 10048 - 2051 Palomar Airport Rd, Carlsbad, Ca To Whom It May Concern, The MWS Linear will be sized in accordance with the TAPE GULD approval for the Modular Wetland System. The system is sized at a loading rate of (less than or equal to) 1.0 gpm/ sq ft, where the pre-filter cartridges are sized at a loading rate of less than 2.1 gpm/sq ft. Design, sizing, and loading have been reviewed and approved by a Modular Wetland Representative and is ready for final approval. Shown below are the calculations for this Project: MWS-L-8-12-C - BMP A-i Required Treatment Flow Rate = 0.346 cfs MWS-Linear-8-12 Treatment Capacity Provided = 0.346 cfs or 155.28 gpm at 3.4' HGL Pre-filter Cartridge = 3 full size cartridges Surface Area per Cartridge = 25.6 sq ft Loading rate (Pre-Filter Cartridge) = 2.0 gpm/sq ft MWS Wetland Surface Area = 150.96 sf Loading Rate (Wetland Media) = 1.0 gpm/sf MWS-L-8-8-V-HC - BMP B-i Required Treatment Flow Rate = 0.237 cfs MWS-Linear-8-8 Treatment Capacity Provided = 0.237 cfs or 106.36 gpm at 3.5' HGL Pre-filter Cartridge = 2 full size cartridges Surface Area per Cartridge = 25.6 sq ft Loading rate (Pre-Filter Cartridge) = 2.1 gpm/sq ft MWS Wetland Surface Area = 103.6 sf Loading Rate (Wetland Media) = 1.0 gpm/sf If you have any questions, please feel free to contact us at your convenience. Sincerely, Grant Schipper Bio Clean Environmental Stormwater Engineer II 5796 Armada Drive Suite 250, Carlsbad, CA 92008 (855) 566-3938 • stormwater@forterrabp.com www.biocleanenvironmental.com MWS CALCS MWS-L-8-12-C - BMP A-i Orifice sizing Required treatment flow = 0.346 cfs Operating head = 3.4' 5 orifices 01.46" each equally spaced 0.5' apart Cd = (-0.0374 * operating head + 0.676); empirically determined ir02 Q = VA = Q = Cd/ 4 ,1.46\2 Qi = (-0.0374 * 3.4 + 0.676) * J2(32.17xo.$) * =0.041 cfs Ir /1.46\ 4 2 2 Q2 = (-0.0374 * 3.4 + 0.676) * J2(32.17)(1.0) * = 0.058 cfs (1.46\2 Q3 = (-0.0374 * 3.4 + 0.676) * J2(32.17)(1.5) * 2) = 0.071 cfs ,1.46\2 Q4 = (-0.0374 * 3.4 + 0.676) * 2(32.17)(2.0) * = 0.083 cfs ,1.46\2 Q5 = (-0.0374 * 3.4 + 0.676) * /2(32.17)(2.5) * = 0.092 cfs Total treatment flow = 0.042 + 0.059 + 0.072 + 0.083 +0.093 = 0.346 cfs Peak HGL Weir width = 3.50' Discharge coefficient = 0.608 (typ.) Peak flow = 7.97 cfs 7.97 = 0.608 * 3.50 * '12 * 32.17 * * H15 = H 0.79' There's 0.05' from the center of the bottom orifice to the ie out. 276.77' + 0.05' + 3.4' + 0.79' = 281.01' MWS-L-8-8-C - BMP B-i Orifice sizing Required treatment flow = 0.237 cfs Operating head = 3.5' 5 orifices 01.19" each equally spaced 0.7' apart Cd = (-0.0374 * operating head + 0.676); empirically determined Q = VA = Q = Cd%Ji 02 4 1.19 2 Qi = (-0.0374 * 3.5 + 0.676) * J2(32.17)(0.7) * = 0.028 cfs I 1.19\ Q2 = (-0.0374 * 3.5 + 0.676) * 42(32.17)(1.4) * = 0.040 cfs 1.19 2 Q3 = (-0.0374 * 3.5 + 0.676) * 42(32.17)(E—)*4 2 = 0.049 cfs 1.19 2 Q4 = (-0.0374 * 3.5 + 0.676) * 42(32.17)(2.8) * = 0.057 cfs Q5 = (-0.0374 * 3.5 + 0.676) * J2(32.17)(3.5) * (1.19) 4 2 2 = 0.063 cfs Total treatment flow = 0.028 + 0.040 + 0.049 + 0.057 -1-0.063 = 0.237 cfs Peak HGL Weir width = 3.67' Discharge coefficient = 0.608 (typ.) Peak flow = 4.95 cfs dQ = vdA = = WdH dQ = J CdW%JjiidH dA 4.95 = 0.608 * 3.67 * 'I2 * 32.17 * * H15 H 0.56' There's 0.16' from the center of the bottom orifice to the ie out. 281.63' + 0.16' + 3.5' + 0.56' = 285.85' BioCPean A Fortna Company June 15, 2020 Subject: 2051 Palomar Airport Road - Project # 10048 Dear Reviewer, It is acceptable for Modular Wetland System Structure for BMP B, located near the northern most portion of the site, to be installed with a portion of the box exposed and the slope as detailed below. ±0.7 I 9.0 -I - PR. CURB 287.19 TC 286.69 FS I') r') -H 283.54EC • I I I I IMWSI 8-8-5- 281.03 601 SECTION D-D N.T.S. Please review and don't hesitate to contact us with any questions or comments. Grant Schipper Bio Clean Environmental Stormwater Engineer II 5796 Armada Drive Suite 250, Carlsbad, CA 92008 (855) 566-3938 ' stormwater@forterrabp.com www.biocleanenvironmental.com PROJECT INFORMATION ENGINEERED TRAVIS ANTONISSEN PRODUCT 949-237-8866 MANAGER: TRAVIS.ANTONISSENo ADS-PIPE.COM ALLAN WARBRICK ADS SALES REP: 760-330-0746 ALLAN.WARBRICKO ADS-PIPE.COM PROJECT NO: IS159576 ADVANCED DRAINAGE SYSTEMS, INC. 2051 PALOMAR AIRPORT RD (BMP-A2) CARLSBAD, CA ADS RETENTION LDETENTION PIPE SYSTEM SPECLICATION NOTES: ALL ELEVATIONS, DIMENSIONS AND LOCATIONS OF RISERS, INLETS AND OUTLETS, SHALL BE SCOPE VERIFIED BY THE ENGINEER PRIOR TO RELEASING FOR FABRICATION. THIS SPECIFICATION DESCRIBES ADS RETENTION/DETENTION PIPE SYSTEMS FOR USE IN NON-PRESSURE GRAVITY-FLOW STORM WATER COLLECTION SYSTEMS UTILIZING A CONTINUOUS OUTFALL STRUCTURE. . IN SITUATIONS WHERE A FINE-GRAINED BACKFILL MATERIAL IS USED ADJACENT TO THE PIPE SYSTEM, AND ESPECIALLY INVOLVING GROUND WATER CONDITIONS, CONSIDERATION SHOULD PIPE RE UIREMENTS BE GIVEN TO THE USE OF GASKETED PIPE JOINTS. AT THE VERY LEAST THE PIPE JOINTS SHOULD ADS RETENTION/DETENTION SYSTEMS MAY UTILIZE ANY OF THE VARIOUS PIPE PRODUCTS BELOW: BE WRAPPED IN A SUITABLE, NON-WOVEN GEOTEXTILE FABRIC TO PREVENT INFILTRATION OF N-12 STIB PIPE (PER AASHTO) SHALL MEET AASHTO M 294, TYPES OR ASTM F2306 FINES INTO THE PIPE SYSTEM. N-12 STIB PIPE (PER ASTM F2648) SHALL MEET ASTM F2648 N-12 MEGA GREEN' STIB SHALL MEET ASTM F2648 CONSIDERATION FOR CONSTRUCTION EQUIPMENT LOADS MUST BE TAKEN INTO ACCOUNT. ALL PRODUCTS SHALL HAVE A SMOOTH INTERIOR AND ANNULAR EXTERIOR CORRUGATIONS. ALL STIB PIPE PRODUCTS ARE AVAILABLE AS PERFORATED OR NON-PERFORATED. WTIB PIPE PRODUCTS ARE ONLY AVAILABLE AS NON-PERFORATED. PRODUCT-SPECIFIC PIPE SPECIFICATIONS ARE ALL PIPE DIMENSIONS ARE SUBJECT TO MANUFACTURERS TOLERANCES. AVAILABLE IN THE DRAINAGE HANDBOOK SECTION 1 "SPECIFICATIONS". ALL RISERS TO BE FIELD EXTENDED OR TRIMMED TO FINAL GRADE. OINT PER: ORMANCE PLAIN END I SOIL-TIGHT (STIB): STIB PIPE SHALL BE JOINED USING A BELL AND SPIGOT JOINT. THE BELL AND SPIGOT JOINT SHALL MEET THE SOIL-TIGHT REQUIREMENTS OF ASTM F2306 AND GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477. THE UNDERSIGNED HERBY APPROVES THE ATTACHED PAGES. PLAIN END PIPE AND FITTINGS CONNECTIONS SHALL BE JOINED WITH COUPLING BANDS COVERING AT LEAST TWO FULL CORRUGATIONS ON EACH END OF THE PIPE. GASKETED SOIL-TIGHT COUPLING BAND CONNECTIONS SHALL INCORPORATE A CLOSED-CELL SYNTHETIC EXPANDED RUBBER GASKET MEETING THE REQUIREMENTS OF ASTM D1056 GRADE 2A2. GASKETS, WHEN APPLICABLE, SHALL BE INSTALLED BY THE PIPE MANUFACTURER. . CUSTOMER DATE ITTINGS FITTINGS SHALL CONFORM TO ASTM F2306 AND MEET JOINT PERFORMANCE INDICATED ABOVE FOR FITTINGS CONNECTIONS. CUSTOM FITTINGS ARE AVAILABLE AND MAY REQUIRE SPECIAL INSTALLATION CRITERION. INSTALLATION INSTALLATION SHALL BE IN ACCORDANCE WITH ASTM D2321 AND ADS RECOMMENDED INSTALLATION GUIDELINES, WITH THE EXCEPTION THAT MINIMUM COVER IN NON-TRAFFIC AREAS FOR 12-60 INCH (300-1500 OO)DIAMETERS SHALL BE 1 FT (0.3 0). MINIMUM COVER IN TRAFFICKED AREAS FOR 12-36 INCH (300-900 00) DIAMETERS SHALL BE 1 FT (0.3 0) AND FOR 42-60 INCH (1050-1500 Do) DIAMETERS, THE MINIMUM COVER SHALL BE 2 FT (0.6 0). BACKFILL SHALL CONSIST OF CLASS I (COMPACTED) OR CLASS II (MINIMUM 95% SPD) MATERIAL, WITH THE EXCEPTION THAT 60 INCH (1500 00) SYSTEMS SHALL USE CLASS I MATERIAL ONLY. MINIMUM COVER HEIGHTS DO NOT ACCOUNT FOR PIPE BUOYANCY. REFER TO ADS TECHNICAL NOTE 5.05 "PIPE FLOTATION" FOR BUOYANCY DESIGN CONSIDERATIONS. MAXIMUM COVER OVER SYSTEM USING STANDARD BACKFILL IS FT (2.40 )LCONTACT A REPRESENTATIVE WHEN MAXIMUM FILL HEIGHT MAY BE EXCEEDED. ADDITIONAL INSTALLATION REQUIREMENTS ARE PROVIDED IN THE DRAINAGE HANDBOOK SECTION 6 "RETENTION/DETENTION". ADS RECOMMENDS THE USE OF °FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. 2013 ADS. INC. -- 72.5' 75.0' 78.0' I 1 2 3 4 5 3 2 2 4 BILL OD MATERIALS THE COMPONENTS AND QUANTITIES LISTED HEREIN ARE NOT INTENDED TO BE A COMPREHENSIVE MATERIAL LIST. EXTRA COMPONENTS, NOT LISTED HEREIN, MAY BE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM. PART # DESCRIPTION MATERIAL VENDOR NOTE END CAP-1 48" END CAP HOPE ADS SEE DETAIL 4801AN 48" END CAP HOPE ADS SEE DETAIL STICK-2 48" PIPE STICK: PERF HOPE ADS SEE DETAIL 4881-00201B 48" PIPE STICK: PERF HOPE ADS STIB STICK-1 48" PIPE STICK: PERF HOPE ADS SEE DETAIL ui NOTES I THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS ANDIF NECESSARY ADJUST GRADING TO ENSURE THE PIPE COVER REQUIREMENTS ARE MET. THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE PIPE TO THE RETAINING WALL AND CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON THE RETAINING WALL'S INTEGRITY. THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE PIPE TO THE SLOPE AND CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON THE SLOPE'S INTEGRITY. STUB SIZES AND INVERTS TO BE VERIFIED BY THE SITE DESIGN ENGINEER PRIOR TO FABRICATION. NOT :OR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. q - ca < I—0 - 0 O co _.J z z - UJ 0 4 4865AA 48" SPLIT BAND COUPLER HOPE ADS NOT SHOWN ' TBD BY ENGINEER THERMOPLASTIC LINER - PER ENG. AS SPECIFIED OTHERS AS NEEDED INCREASED BASE STONE DEPTH - BASED ON ENGINEER'S MARK UP. — 10 I -J 0 U, 04 w -) z 'I I THERMOPLASTIC LINER TO BE USED ON TOP AND SIDES OF SYSTEM ONLYD (SEE TECHNICAL NOTE 6.50/PROVIDED BY OTHERS) SHEET 20F 048" WTIB BELL ITEM#: 2 QTY: STICK-2 048" REINFOR. END PLATE W/ 08" HDPE STUB (ECC HIGH) 048" REINFORCED WELDED END PLATE ITEM #: 4 QTY: STICK-4 48" PIPE STICK: SOLID W/ 48" REINFORCED WELDED END PLATE AND 18" STUB u 120.5" 018" HDPE STUB 89.1" (ECC LOW) 048" WTIB SPIGOT L)nn~~~~~' 16" 48" PIPE STICK: SOLID W/ 48" INTERNAL WEIR PLATE W/ (3) GUSSETS 43.2" (INV-INV) (NO SPIGOT) 30.4" (INV-CEN) I FULL STICK 23.2" (INV-CEN) PLAIN 15.5" (INV-CEN) END* 10.1" 048" WTIB BELL 3.1 411 7.6" 02-1/4" 31 03-1/4" *WELD VENT TUBES SHUT PRIOR TO SHIPPING 048" INTERNAL WEIR W/ (3) " X 3" GUSSETS ITEM #: I QTY: STICK-1 48" PIPE STICK: SOLID W/ 48" REINFORCED WELDED END PLATE W/ 8" STUB __________________ FULL STICK 9.6" j " (NO SPIGOT) 48" PIPE STICK: SOLID W/ 48" REINFORCED WELDED END PLATE AND 18" STUB u 110.1" .. 048" REINFORCED WELDED END PLATE ---------------------- / - / 16" 81.3" 1 I1TEM#: 3 018" 11.1,E STUB I (ECC LOW) CITY: 1 STICK-3 NON-WOVEN GEOTEXTILE EARTH THERMOPLASTIC LINER .AP ON TOP SEVERAL S TO ANCHOR I 0 I-2 (0 W NON-WOVEN GEOTEXTILE ANGULAR STONE / THERMOPLASTIC LINER DETAIL NON-TRAFFIC %NSTALT FINAL FILL MATERIAL IL INSTALLATION FILTER FABRIC .i, ... - (PER PROJECT SPECIFICATIONS) TRAFF - , (WHERE REQUIRED / / / " / . H H H BY ENGINEER) .' ' (FLEX PVMT) (RIGID PVMT) (GRASS AREA) 1 LAYER OF ADS GEOSYNTHETICS NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS, BOTH EARTH :flffl UNDISTURBED SIDES OF THERMOPLASTIC LINER. SEE STORMTECH'S TECH SHEET #2 FOR NON-WOVEN WEIGHT RECOMMENDATIONS. TOP AND SIDES ONLY. CLASS I OR II MATERIAL PLACED AND COMPACTED IN ACCORDANCE WITH ASTM 02321 IN PIPE ZONE I •I/] SUITABLE FOUNDATION BEDDING (CLASS I OR II MATERIAL) =30"(762mm)MIN. FOR 48" (1200 00)P I NOMINAL I I NOMINAL I STANDARD I TYPICAL SIDE I MIN. H I MIN. H I I MAX. H* DIAMETER O.D. SPACING "C" I WALL "X' I(NON-TRAFFIC)I (TRAFFIC) I 48" I 54fl I 78.5" I 12" I 12" I 24" I 8' I (120000) (1372 00) (1994 00) (457 00) (305 00) (610 00) (2.40) * MAXIMUM FILL HEIGHTS OVER MANIFOLD FITTINGS. CONTACT MANUFACTURERS REPRESENTATIVE FOR INSTALLATION CONSIDERATIONS WHEN COVER EXCEEDS 8 FT (2.4 0). NOTES: 1. ALL REFERENCES TO CLASS I OR II MATERIAL ARE PER ASTM D2321 6. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I OR II. THE "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE APPLICATIONS", LATEST EDITION. ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (102 00) FOR 4"-24" (100-600 00 )E6" (152 aD) FOR 30-60" (750-1500 00). ALL RETENTION AND DETENTION SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, LATEST EDITION AND THE MANUFACTURER'S PUBLISHED INSTALLATION GUIDELINES. MEASURES SHOULD BE TAKEN TO PREVENT THE MIGRATION OF NATIVE FINES INTO THE BACKFILL MATERIAL, WHEN REQUIRED. SEE ASTM D2321. FILTER FABRIC: A GEOTEXTILE FABRIC MAY BE USED AS SPECIFIED BY THE ENGINEER TO PREVENT THE MIGRATION OF FINES FROM THE NATIVE SOIL INTO THE SELECT BACKFILL MATERIAL. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE. THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I OR II IN THE PIPE ZONE EXTENDING NOT LESS THAN 6"(152 IJO)ABOVE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM 02321, LATEST EDITION. COVER: MINIMUM COVER OVER ALL RETENTION/DETENTION SYSTEMS IN NON-TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" (305 00) FROM TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOATATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER IS 12" (305 DO) UP TO 36" (900 00) DIAMETER PIPE AND 24" (610 CD) OF COVER FOR 42-60- (1050-1500 00) DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. MAXIMUM FILL HEIGHT LIMITED TO 8 FT (2.4 0) OVER FITTINGS FOR STANDARD INSTALLATIONS. CONTACT A SALES REPRESENTATIVE WHEN MAXIMUM FILL HEIGHTS EXCEED 8 FT (2.4 0) FOR INSTALLATION CONSIDERATIONS. A SHEET 'OF PROJECT INFORMATION ENGINEERED TRAVIS ANTONISSEN PRODUCT 949-237-8866 MANAGER: TRAVIS.ANTONISSENO ADS-PIPE.COM ALLAN WARBRICK ADS SALES REP: 760-330-0746 ALLAN.WARBRICKO ADS-PIPE.COM PROJECT NO: IS159576 ADVANCED DRAINAGE SYSTEMS, INC. 2051 PALOMAR AIRPORT RD (BMP-132) CARLSBAD, CA ADS RETENTION DETENTION PIPE SYSTEM SPECLICATION SCOPE THIS SPECIFICATION DESCRIBES ADS RETENTION/DETENTION PIPE SYSTEMS FOR USE IN NON-PRESSURE GRAVITY-FLOW STORM WATER COLLECTION SYSTEMS UTILIZING A CONTINUOUS OUTFALL STRUCTURE. PIPE RE UIREMENTS ADS RETENTION/DETENTION SYSTEMS MAY UTILIZE ANY OF THE VARIOUS PIPE PRODUCTS BELOW: N-12 WTIB PIPE (PER AASHTO) SHALL MEET AASHTO M 294, TYPES OR ASTM F2306 N-12 WTIB PIPE (PER ASTM F2648) SHALL MEET ASTM F2648 N-12 MEGA GREEN WTIB SHALL MEET ASTM F2648 ALL PRODUCTS SHALL HAVE A SMOOTH INTERIOR AND ANNULAR EXTERIOR CORRUGATIONS. ALL STIB PIPE PRODUCTS ARE AVAILABLE AS PERFORATED OR NON-PERFORATED. WTIB PIPE PRODUCTS ARE ONLY AVAILABLE AS NON-PERFORATED. PRODUCT-SPECIFIC PIPE SPECIFICATIONS ARE AVAILABLE IN THE DRAINAGE HANDBOOK SECTION 1 "SPECIFICATIONS". OINT PER ORMANCE WATERTIGHT (WTIB): WTIB PIPE SHALL BE JOINED USING A BELL AND SPIGOT JOINT. THE JOINT SHALL BE WATERTIGHT ACCORDING TO THE REQUIREMENTS OF ASTM D3212. GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477.12-60 INCH (300-1500 00) DIAMETERS SHALL HAVE A BELL REINFORCED WITH A POLYMER COMPOSITE BAND. THE BELL TOLERANCE DEVICE SHALL BE INSTALLED BY THE MANUFACTURER. PIPE AND FITTING CONNECTIONS SHALL BE WITH A BELL AND SPIGOT CONNECTION UTILIZING A SPUN-ON OR WELDED BELL AND VALLEY OR SADDLE GASKET. THE JOINT SHALL MEET THE WATERTIGHT REQUIREMENTS OF ASTM D3212, AND GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477. DETENTION SYSTEMS ARE SUBJECT TO GREATER LEAKAGE THAN TYPICAL SINGLE RUN STORM SEWER APPLICATIONS AND THEREFORE ARE NOT APPROPRIATE FOR APPLICATIONS REQUIRING LONG-TERM FLUID CONTAINMENT OR HYDROSTATIC PRESSURE. FOR ADDITIONAL DETAILS REFER TO TECHNICAL NOTE 7.01 "RAINWATER HARVESTING WITH HDPE PIPE CISTERNS". ITTINGS FITTINGS SHALL CONFORM TO ASTM F2306 AND MEET JOINT PERFORMANCE INDICATED ABOVE FOR FITTINGS CONNECTIONS. CUSTOM FITTINGS ARE AVAILABLE AND MAY REQUIRE SPECIAL INSTALLATION CRITERION. INSTALLATION INSTALLATION SHALL BE IN ACCORDANCE WITH ASTM D2321 AND ADS RECOMMENDED INSTALLATION GUIDELINES, WITH THE EXCEPTION THAT MINIMUM COVER IN NON-TRAFFIC AREAS FOR 12-60 INCH (300-1500 00) DIAMETERS SHALL BE 1 FT (0.3 0). MINIMUM COVER IN TRAFFICKED AREAS FOR 12-36 INCH (300-900 00) DIAMETERS SHALL BE 1 FT (0.3 0) AND FOR 42-60 INCH (1050-1500 00) DIAMETERS, THE MINIMUM COVER SHALL BE 2 FT (0.6 0). BACKFILL SHALL CONSIST OF CLASS I (COMPACTED) OR CLASS II (MINIMUM 95% SPD) MATERIAL WITH THE EXCEPTION THAT 60 INCH (1500 Q0)SYSTEMS SHALL USE CLASS I MATERIAL ONLY. MINIMUM COVER HEIGHTS DO NOT ACCOUNT FOR PIPE BUOYANCY. REFER TO ADS TECHNICAL NOTE 5.05 "PIPE FLOTATION" FOR BUOYANCY DESIGN CONSIDERATIONS. MAXIMUM COVER OVER SYSTEM USING STANDARD BACKFILL IS 8 FT (2.4 0)r-CONTACT A REPRESENTATIVE WHEN MAXIMUM FILL HEIGHT MAY BE EXCEEDED. ADDITIONAL INSTALLATION REQUIREMENTS ARE PROVIDED IN THE DRAINAGE HANDBOOK SECTION 6 "RETENTION/DETENTION". ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES: ALL ELEVATIONS, DIMENSIONS AND LOCATIONS OF RISERS, INLETS AND OUTLETS, SHALL BE VERIFIED BY THE ENGINEER PRIOR TO RELEASING FOR FABRICATION. IN SITUATIONS WHERE A FINE-GRAINED BACKFILL MATERIAL IS USED ADJACENT TO THE PIPE SYSTEM, AND ESPECIALLY INVOLVING GROUND WATER CONDITIONS, CONSIDERATION SHOULD BE GIVEN TO THE USE OF GASKETED PIPE JOINTS. AT THE VERY LEAST THE PIPE JOINTS SHOULD BE WRAPPED IN A SUITABLE, NON-WOVEN GEOTEXTILE FABRIC TO PREVENT INFILTRATION OF FINES INTO THE PIPE SYSTEM. CONSIDERATION FOR CONSTRUCTION EQUIPMENT LOADS MUST BE TAKEN INTO ACCOUNT. ALL PIPE DIMENSIONS ARE SUBJECT TO MANUFACTURERS TOLERANCES. ALL RISERS TO BE FIELD EXTENDED OR TRIMMED TO FINAL GRADE. THE UNDERSIGNED HERBY APPROVES THE ATTACHED PAGES. CUSTOMER DATE 2013 ADS, INC. BILL OD MATERIALS THE COMPONENTS AND QUANTITIES LISTED HEREIN ARE NOT INTENDED TO BE A COMPREHENSIVE MATERIAL LIST. EXTRA COMPONENTS, NOT LISTED HEREIN, MAY BE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM. Ty. PART # DESCRIPTION MATERIAL VENDOR NOTE 1 STICK-1 48" PIPE STICK: SOLID HOPE ADS SEE DETAIL I STICK-2 48" PIPE STICK: SOLID HDPE ADS SEE DETAIL 2 4865-00201B 48" PIPE STICK: SOLID HOPE ADS WTIB 1 TBD BY ENGINEER ADS GEOTEXTILE FABRIC AS SPECIFIED ADS AS NEEDED hi 6 Cl) o c w 0 2 SHEET OF SERVICING CLEANOUT & JUNCTION STRUCTURE PER PLAN (DESIGN BY ENGINEER! PROVIDED BY OTHERS) c'J z w 0 a I 0 I. -z I— a 13" EXCAVATION LIMITS (TYP) ADS GEOTEXTILE FABRIC (IF REQUIRED BY SITE DESIGN ENGINEER) THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE PIPE COVER REQUIREMENTS ARE MET. THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE PIPE TO THE RETAINING WALL AND CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON THE RETAINING WALL'S INTEGRITY. THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE PIPE TO THE SLOPE AND CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON THE SLOPES INTEGRITY. STUB SIZES AND INVERTS TO BE VERIFIED BY THE SITE DESIGN ENGINEER PRIOR TO FABRICATION. z —J I— 1415" 96" 048 VV IB SPIGOT 48" PIPE STICK: SOLID W/ 48" INTERNAL WEIR PLATE W/ (3) GUSSETS 43.2" (INV-INV) 30.1" (INV-CEN) FULL STICK 22.9" (INV-CEN) - - (NO SPIGOT) PLAIN 10.1" 15.3" (INV-CEN) - 2.9, F "11DTllhf1{llfflh{llllfih11llh{1 i-L P/\I 048" WTIB BELL 74" __J I 101-1/2" 71" - 01-7/8" 02-5/8" IITEM#: I 28" 048" INTERNAL WEIR W/ (3) 1/2" X Y GUSSETS I QTY: *WELD VENT TUBES SHUT PRIOR TO SHIPPING ISTICK-1 48" PIPE STICK: SOLID W/ 48" REINFORCED WELDED END PLATE W/ 8" STUB END PLATE W/ 08" HDPE STUB ITEM #: 2 (ECC HIGH) QTY: STICK-2 ADS DDPE TYPICAL TRENCO DETAIL NTS / )/, ,/// // / ,/ MIN. COVER TO RIGID PAVEMENT, H 6" (153 00) I-ii4"(102 DD)FOR 12-24"(300-600 00)PIPE T 6"(153 00)FOR 30-60" (750-1500 00)PIPE MIN. TRENCH WIDTH (SEE TABLE) FINAL BACKFILL MIN. COVER TO FLEXIBLE PAVEMENT, H INITIAL BACKFILL SPRINGLINE HAUNCH BEDDING SUITABLE FOUNDATION RECOMMENDED MINIMUM TRENCH WIDTHS PIPE DIAM. MIN. TRENCH WIDTH 4"(10000) 21"(53300) 6"(15000) 23"(58400) 8"(20000) 26"(66000) 10"(25000) 28'(71100) 12"(30000) 30"(76200) 15"(37500) 34"(86400) 18'(45000) 39-(99100) 24"(60000) 48"(121900) 30"(75000) 56"(142200) 36"(90000) 64"(162601J) 42"(105000) 72"(182900) 48"(120000) 80"(203200) 60"(150000) 96"(243800) 0 co p MINIMUM RECOMMENDED COVER BASED ON VECHICLE LOADING CONDITIONS** SURFACE LIVE LOADING CONDITION PIPE DIAM. H-25 HEAVY CONSTRUCTION (751 AXLE LOAD)• 12-48" 12" 48" (300-120000) (30500) (121900) 60" 24" 60" (150000) (61000) (152400) * VEHICLES WITH AXLE LOADS IN EXCESS OF 75T MAY REQUIRE ADDITIONAL COVER SEE BACKFILL REQUIREMENTS IN NOTE 6 MINIMUM RECOMMENDED COVER BASED flN RAIl WAY lflAOIN( CflNflITIflNS PIPE DIAMETER COOPER UPTO24"(60000) 24"(61000) 30-36" (750-900 00) 36-(91400) 42-60"(1050-1500011) 48" (1219 00) COVER IS MEASURED FROM TOP OF PIPE TO BOTTOM OF RAILWAY TIE. E-80 COVER REQUIREMENTS, ARE ONLY APPLICABLE TO ASTM F 2306 PIPE. MAXIMUM RECOMMENDED COVER BASED ON BACKFILL MATERIAL AND COMPACTION EFFORT PIPE DIAMO CLASS I CLASS II CLASS III COMPACTED DUMPED LED LED LED 4-(100 00) 37'(11.30) 18'(5.50) 25'(7.60) 18'(5.50) 18'(5.5 0) 6'(15000) 44'(13.40) 20'(6.10) 29'(8.80) 20'(6.10) 21(6.40) 8'(20000) 32(9.80) 15'(4.60) 22'(6.70) 15'(4.60) 16'(4.90) 10'(25000) 38'(11.60) 18'(5.50) 26'(7.90) 18'(5.50) 18'(5.5 0) 12-(30000) 35'(10.70) 17'(5.20) 2417.30) 17'(5.20) (5.20) 15-(37500) 38'(11.60) 17'(5.20) 25'(7.60) 17'(5.20) (5.50) 18.(45000) 36'(11.00) 17'(5.20) 24'(7.30) 17'(5.20) 17'(5.20) 24'(60000) 28'(8.50) 13'(4.00) 20'(6.10) 13'(4.00) 14'(4.30) 30"(75000) 28'(8.50) 13'(4.00) 20'(6.10) 13'(4.00) 14'(4.30) 36-(90000) 26'(7.90) 12'(3.70) 18'(5.50) 13'(4.00) 13'(4.00) 42" (1050 00) 23'(7.00) 11'(3.4 0) 16'(4.90) 11(3.40) 11'(3.4 0) 48" (1200 00) 25'(7.60) 11'(3.4 0) 17'(5.20) 11'(3.4 0) 12'(3.7 0) 60" (1500 00) 25'(7.60) 11'(3.4 D) 17'(5.20) 11'(3.4 0) 1 12'(3.7 0) FILL HEIGHT TABLE GENERATED USING AASHTO SECTION 12, LOAD RESISTANCE FACTOR DESIGN (LRFD) PROCEDURE WITH THE FOLLOWING ASSUMPTIONS: NO HYDROSTATIC PRESSURE UNIT WEIGHT OF SOIL (Ys) = 120 PCF • SEE SWQMP EXHIBIT DETAIL BMP-B2 FOR MORE SITE - SPECIFIC INFORMATION. SHEET OF NOTESO ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS", LATEST ADDITION MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL, WHEN REQUIRED. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, II OR III. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (102 00) FOR 4-24" (100-600 00 )E6" (153 00) FOR 30-60" (750-900 00). INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I, II OR III IN THE PIPE ZONE EXTENDING NOT LESS THAN 6" (150 Q0)ABOVE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321, LATEST EDITION. MINIMUM COVER: MINIMUM COVER, H, IN NON-TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12"(305 00) FROM THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOATATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" (305 00) UP TO 48" (1200 00) DIAMETER PIPE AND 24" (610 00) OF COVER FOR 60" (1500 00) DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. FOR TRAFFIC APPLICATIONS WITH LESS THAN FOUR FEET OF COVER, EMBEDMENT OF THE PIPE SHALL BE USING ONLY A CLASS I OR CLASS II BACKFILL. ru THE MOST AD VANCED NAME IN WATER MANAGEMENT SOLUTIONS 13- - -- 1-1 z=M. LLL(LLYK March 4, 2020 Samantha Wohlfarth TAIT & Associates RE: 2051 Palomar Airport Rd. - ADS N-12 HDPE Pipe Backfill and Compaction For the 2051 Palomar Airport Rd. project, the ADS N-12 HDPE Pipe shall be backfilled and compacted in accordance with ASTM D2321 with either a Class I or Class II material. The pipe will be structurally stable if installed in accordance with ASTM D2321 and contractor follows ADS standard installation guidelines. Attached is a table referencing the backfill materials. Thank you, • Terence Zhao Engineered Products Manager Advanced Drainage Systems, Inc. (626) 425-2874 terence.zhao@ads-pipe.com ADVANCED DRAINAGE SYSTEMS, INC. 4640 TRUEMAN BOULEVARD, HILLIARD, OH 43026 TEL: 614 / 658-0050 800 / 733-7473 HTTP://WWW.ADS.PIPE.COM - Visual — Sew It10 Gravel Terminology [F Bank run - the gradation as it exists in nature, with 0 little processing; gravel with sand & clay present (Generally Class 2). .0 1o1300103't • Crushed gravel - oversized particles are crushed 4 - iomrtorrof and fed back into the mixture (Generally Class 1 0r2) °t°=8 • Dense-graded - all particle sizes are present, limited voids content (Generally Class 2) Open-graded - screened material with a narrow range of particle sizes and a large voids content (Generally Class 1 or 2 depending on screen size) Pea Gravel/River Rock/Creek Rock - generally rounded, small stones with potentially wide range 01 of stone types 4 sizes (Generally Class 2) Unified Soil Classification System (USCS)ifffQJ'' The ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. ASTM D2321 14e1, Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity Flow Applications. ASTM D2487 11, Standard Practice for Classification of Soils for Engineering Purposes (Unified Sol Classification System). AASHTO M 145-91 (2012), Standard Specification for Classification of Soils and So,) Aggregate Angular Sub Angular Sub Rounded Rounded Mixtures for Highway Construction Purposes. AASHTO M43 05 (2013). Standard Specificatoin for Sizes of Aggregate for Road and Bridge Construction )ASTM 0448 12). 102015 Advanced Drainage Systems. Inc. #10987 08/15 MIT Gravel Millimeters Inches Sieve Size Boulders >300 >12 - Cobbles 75-300 3-12 - Coarse 75-19 3-0.75 - Fine 19-4.8 0.75-0.19 3/4"-No.4 Sand Coarse 4.8-2.0 0.19-0.08 No.4-No.10 Medium 2.0-0.43 0.08-0.02 No.10-No.40 Fine 0.43-0.08 0.02- 0.003 No.40- No.200 Fine Silts <0.08 <0.003 <No 200 Clays <0.08 <0.003 <No.200 ASTM D2487 Class escription Major Divisions Notation Descriptiol. (AASHTO Ml MH Inorganic silts, micaceous or diatoma- I—. inorganic fine-grained soils Liquid limit ceous fine sandy or silty soils, elastic u.i greater than 50% soils CH Inorganic clays of high 0 LU co plasticity, fat clays V LU Liquid limit 50% OL Organic silts and organic silty clays of Organic soils or highly organic soils, or less low plasticity A-5, A-i LU , materials include organic slits and clays, OH Organic clays of medium to high plas- and peat o ticity, organic silts ML Peat, muck and other high o organic soils Prefix: G = Gravel, S = Sand, M = Silt, C = Clay, 0 = Organic Suffix: W = Well Graded, P = Poorly Graded, M = Silty, L = Clay, LL <50%, H = Clay, LL >50% AASHTO M 43 Table 1 Standard Sizes of Processed Aggregate N0000al S-4,0 (100. 3'. ,, 3-, 210-0 2,0 (50 114-10 1 io (25'/-n (19. 14-10 o NO 4 No 8 No 16 No 50 No 100 Ode 600,50, Square Openings 1010) (90 0101) (75-moo( (63 roro) 1001) (37 5- rerr) 000) 000) (125 rorr) (95 -o,,( (4 oN-elm) (236 rror) (1 10-0001) (300 yIn) (150 yrrr) 1 314 to 112-60 100 0050100 25t060 - 0t015 - 0505 - - - - - - )9010375o00) - - 100 00 to 000 3 to .0 30 10 - 0 to 5 254t0 11/2 10 2 (63 to 375 0101 - - 100 90 to 100 - 25 to 60 - 0 to 10 0 to 5 - - - - - - 258t0'/, 0 24 (63 to 1900100 100 , to 10(t 0 to 70 I to 15 0 to 5 - - - - - 2 to 1-in (5010250 r011 - - 100 95t0 100 - 351070 - 101030 - 01o5 - - - - (5010475-1000 - - - - 152 'o to 100 201055 0 To 15 - U 1. E - - - - - t'/zto'A in (37 5t0 1001 - - - 100 95t0 300 - 35 to 70 - 301030 - - 467 (37510475 0001) - - - 0105 1 - to 100 90 to 100 201050 0 to 10 010 - - - - (250:0125-1000) - - - - - 100 60 to 100 40 to 05 101040 0 to 15 0 to 5 56 (250t095rrr - - - - 50 0510100 - 251080 - 01010 0105 - - - 57 to 475-0101 - - - - 100 9010100 20t055 01015 0105 - - 6 (1901095,00 - - - - 100 5010100 - 201055 01010 0 to - - - 67 )19050400ro - - - - - - ISO 9010100 - 30 to 65 5 to 25 01010 0t05 - - 68 (190 to 236mm) - - - - - 100 90t0 000 4010,0 0 to 15 0 to 'I, -into No 4 (12510475010) - - - - - - 300 9010100 40 to 75 51025 01010 0105 - - 'I, irrtoNo 8 78 (12 5t0 236-0,0, - - - 100 15 to 101 10 to tO 01011 to S - - 68 ,ntoNo 0 8 (9510236 010 - - - - - - - 160 0010160 201055 5t030 01010 0105 - 30 11010 No 1 88 (95101181001 - - - - - - - - 100 0010100 101040 01010 005 - No 410 No 10 0 (4 751011801 - - - - - - - - - - - - - - 100 851n100 - - - 10to30 IC Screenings Caatt.toty Very Salt Soft Mealh,n Stilt Soft Very Stiff 1.40,0 Very Loose 00000 1000,0,0 Dense Ve0y flet,00 Casio penetr0000 Can be pertetmated I040stelt teocret nones by one- 1/4 hyrooryt, about 1/4' 08 beeitllv Indentey n,tutftb tf,uelb toottes acne cc 40th -11— thumb but inttertteil -h - - - - - Penet,etlen between thumb and alto,, t,roltled be penetetett by d,tf,00tty by t,nger't when ° ° , StrOng 1,010, ofllowltrt thuwbfle,l tttumtlfla,t squeezed to bend. p,ehnure great elton SPT 03 3.4 u.s 5.25 15-90 050 4 4.10 1030 30-50 50 Eaotv Easily Penetreatea penetteted tret.et,atett foot with 3/2' toot wire 3/00 -n-Y-1 11 0,1151/00 with rein1ott.ngryintorcirtg noses t,o,mmo Field Tett - - - - - reintorc,ngre.nto,ciygr000r.oe,t,.40,01/00118 100 tel flthOO.0 fotlllilShed tort 005t,eit 00th tt 5-I h _1, 05-lb root (t,,oen 00,10 be heod 6010000 5010110e1 lii, limO) ei 5 0 ll00100er 000rce: toeotocnnlcal 00050: our. loicr..ollougrl 0 0 9 SPECIFIER CHART MODEL INLET ID GRATE OD COMMENTS FF-12D 12"X12" 15"X15" GRATED INLET FF-16D 16"X16" 18"X18" GRATED INLET FF-18D 18"X 18" 20"X20" GRATED INLET FF-1836SD 18"X36" 18"X40" GRATED INLET FF-1 836DG0 18" X 36N 18"X40" COMBINATION INLET FF-240 24" X 24" 26" X 26" GRATED INLET FF-24365D 24"X 36" 24" X 40" GRATED INLET FF-24DGO 24" X 24" 18" X 26" COMBINATION INLET FF-2436DG0 24"X 36" 24" X 40" COMBINATION INLET FF-36D (2 PIECE) 36" X 36" 36" X 40" GRATED INLET FF-3648D (2 PIECE) 36" X 48" 40" X 48" GRATED INLET a I' fl A rr 'HERS) OPTIONAL FOSSIL ROCK ABSORBANT POUCHES FOUR EACH. STAINLESS STEEL FILTER FRAME WITH RUBBER GASKET. POLYPROPYLENE GEOTEXTILE FILTER ELEMENT. STAINLESS STEEL SUPPORT HOOK. FOUR EACH. NOTES: Filter insert shall have a high flow bypass feature. Filter support frame shall be constructed from stainless steel Type 304. . Filter medium shall be Fossil Rock ' installed and maintained in accordance with manufacturer specifications. Storage capacity reflects 80% of maximum solids collection prior to impeding filtering bypass. CATC (BY - -, Flo Gard® Oldcastle® I I Stormwater Solutions Catch Basin Insert Filter 17921 Southpark Plaza, Suite 2001 Littleton, CO 1801201 Ph: 800.579.88191 oldcasdestoimwater.com I ImOoQECJTIS NE PNOPEY OF QDCASTILE PRECMT, INC.Iris SI.IITTEO FOR REIMMOE FUIOSE$ ONLY Na)94ML NOT BE I Iusa IN WAYINJIOI1OTHE O4IESIS OF SAID COMPNIV. COPYIBGHTOzaS OLDCMItE PRECAST. is AMHII RESAEO. I Inlet i DRAWiNG NO. IRV IECO ECO—O 142 °' Filtration Grated Inlet Style FG-0001 E JPR 7/13/16 IJPR 12/18/061 SHEET 1 OF 21 '—I ol oI TM FILTER FRAME. _____________ OPTIONAL FOSSIL ROCK oI ________ /'ABSORBANT POUCHES. RUBBER GASKET. GRATE FRAME. (GRATE NOT SHOWN FOR CLARITY) CONCRETE DROP INLET. (BY OTHERS) PAVEMENT SURFACE. (BY OTHERS) REFER TO SPECIFIER CHART FOR CATCH BASIN & FILTER SIZING. SEE SHEET 1 OF 2. PAVEMENT SURFACE. 8.50" OUTLET FloGard® 10 Oldcastle® I Stormwater Solutions I Catch Basin lnse Filter 17921 Soipadi Maze. Suite2001 Uton. CO 1801201 P 800$79.8819 I dca if esrm I IThI$DOQJMB4TISThE PROPIEWOFJCETLECMT.P IT8UIMTTEDFOR RE190M PURPOSES ONLY N4LL NOIDE I blEED NI NJ! WAY SUIUMUSTO ThE IJTEST$ OF BAD COMPANY.XPRED4TCINJCASTtEAST, Pl ULNIGflSEES. I Inlet IDRAWiNG NO. IREv IECO ECO—O 142 DATE I FOuIBUOn Grated Inlet Style I FG-0001 I E I JPR 7/13/16 IJPR 12/18/061 SHEET 2 OF 21 i. co 0 17 Jo a - ..j.jL. .) Aw I U .i! q ' U U FgurøC.3 GroundwMerTibk Elevation fro 4! I ) 0 - - 4 ---- U, County o an Do ( AIRPOR I U Miles 0 2.5 5 10 U JH Figure C.2 Slopes and Geologic Hazards San Diego County, CatifornLa Legend EJ ,..O gra .,-.. 44 LUiULdea Potentia' PotentaI .: .., .: U 4. C 2' Figure C.1 Soils )lyrvIrr 7 0 County it Si Dig' $AiL 0 BACKUP FOR PC [Th Indicate whic Attachment Contents Sequence Attachment 2a Hydromodific Exhibit (Req Attachment 2b Managemen Sediment Yu is required, optional) See Section Manual. Attachment 2c Geomorphic Channels (0 See Section Manual. Attachment 2d Flow Control Structural BP Calculations See Chapter BMP Design Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit: The Hydromodification Management Exhibit must identify: Underlying hydrologic soil group cjApproximate depth to groundwater N/A 13 Existing natural hydrologic features (watercourses, seeps, springs, wetlands) N/A [J Critical coarse sediment yield areas to be protected (if present) Existing topography Existing and proposed site drainage network and connections to drainage offsite Proposed grading Proposed impervious features Proposed design features and surface treatments used to minimize imperviousness QI Point(s) of Compliance (POC) for Hydromodification Management Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions) qStructural BMPs for hydromodification management (identify location, type of BMP, and size/detail) ATTACH HYDROMODIFICATION MANAGEMENT EXHIBIT PROPOSED _DMA _SUMMARY Area ID Area (sf) Area (ac) 85th perentiIe depth (in) Pervious Area (SF) Pervious Area (AC) Impervo tisArea (SF) Irnpervo us Area Percent Impervious (AC) Are We[gfttecf Runoff Coef. Soil Type DcV(cf) FLOW THRU (q) A 7,713 0.17-17 0 55 1443 033 270 C 1t4 21 0.75 0 31" C 4 44,51 1.025 0.65 0 (1 0110 41b 1.025 1110 01.50 0 2177 0.277 Aj 4,510 0 IG6 0.65 1448 0.033 3162 6.01 69 (1.155 D 12 0.021 437 0.011 0155 151 0003 336 0008 69 0155 0 17 0.002 A 2,95G n.05271 065 1002 0.023 1953 0.(41 56 0.63 0 11)1 0 013 A 2,659 O.061 .0.6-5 1152 0.027 1511 0 57 055 0 80 0 nfl .4-. 2,989 0.069 0.65 9,72.0.022 2017 0.045 57 0.64 0 104 P.cpi3 3,9 72 0.091 0.65 0 0.000 3972 0.091 100 aSO D 134 0.025 - 311 0722 065 1443 - 0033 30283 0655 95 095 1434 0189 83 5,9170125 0.155 25114 0065 313 0.076 Sb 055 0 176 0112.2 13 516 0.31-0 0.65 367 L13 0.004 9340 0.2 2 G 73 0 S 0 560 0 c 6 AOT 52374 1262 OhS 1443 0133 S091 11h9 97 0 2451 0317 uTOT 35,703 C 8211 0 55 1443 0 [33 3-.265 0 Th7 96 0-S7 0 1573 0.21-3 19,435 C.446 055 15232 0144 3153 0102 58 054 0 675_- 0.085 M1SATTDN AREA (SF) 2071 e IMPERVIOUS AREA SI 85191 PERVIOUS AREA (SF) 2q36 DIST(JRBEDAREAtSF) 31323 - I 4LRES= 2.02 ACRES= 196 ACRES= 007 ACRES 0.:7:2:::] I I / I / I / I / / / T r 4fl rn,,. (I) irrri STORM PIPE TABLE _DRAIN PIPE DIAMETER (IN) SLOPE (%) LENGTH (FT) REQ. CAPACITY (CFS) % FULL (DEPTH/DIA.) P1 1 12 25.40% 24.9 6.85 41% P2 12 0.50% 22.8 1.24 48% P3 12 2.75% 23.6 6.85 92% P4 12 25.90% 26.0 16.48 70% P5 24 0.50% 30.3 18.47 90% P6 12 1.57% 5.0 4.65 79% P7 12 1.70% 1 34.2. 4.65 76% P8 12 1.75% 17.3 4.65 75% P9 12 23.50% 19.9 4.65 34% P10 1 12 1.75% 4.9 4.65 75% P11 1 12 1 6.18% 16.1. 1 4.65 1 49% / I Ii 'I I/i.1ll' rrwuL.,u LA. it. ry .v / .1 1 TE UIflhIk till -STORM DRAIN (ORIGINS / PROP. 6' RETAINING WALL I . II1/1JL25Vit9 l CbLLEC11NG ROOF / PER SPECIAL DESIGN ,EE N i-_i 1I/11tI \DRAINAGE) // / RETAINING WALL PLANS Ni Nj;Ji Nt37/ SDP 2019-0009 SEE SHEET 2 '- Lii 1 rI rJ! ', > I - • rfIL. IN- SEE SHEET r1 HiThH+H3*+LJ II HERE0N n- c-fffK1ffl-i7 II Q Hj 0.01) T 284) I CD _-( CO HEET INDEX MAP SCALE 1"=200' PA I/h I IN FEET) - I I / II II I I / I ll 1 INCH =20 FEET I // A5ch -7 PROTECT EX. 12" PVC SD-7 SD SD-7 (4TOT SD-7 00 SD-7 C~0~\ SQ-7 VOLUME & FLOW RATE / 1 20 ) / >- / STORM DRAIN (ORIGNATES SD-4 (r tI/-a- J DCV = C X d X A X 43560 SF/AC X 1/12 IN/FT DMA A7 I. . I / COLCflNG ROOF SD-4 / SD-4 _\\ \ C = RUNOFF FACTOR DCV3 = 0.64 X 0.65 X 0.069 X 43560 X 1/12 00 I r- SC-1 ) '- I 1-(SC-i) / / r-( SC-1 ) / DRAINAGE SC-i \ SC-i \ SC-1 \\ /1/1/ I d = 85TH PERCENTILE, 24 HR STORM EVENT DCVB = 104 CU-FT 8 I __ CN -- __ I I A = TRIBUTARY AREA (ACRES) Q8 =1X(O.64X0.2XO.069)*1.5 00 - - S:-. N / \\\ // II , - 0.013 ri z r'rc' r - -. '-- %- \lIlI B -UIUr 11 , •. / --:- . / 3 Q=AFX(CXIXA)*i.5 LO I 28 011 fl / AF ADJUSTMENT DMA - _LJI C = RUNOFF FACTOR DCV = 0.90 X 0.65 X 0.091 X 43560 X 1/12 I = 02 IN/HR WORKSHEET B.6-1 DCV = 194 CU-FT E I PA I 1/\\_ \____11 P PA: vmj4 JN - -- I 20 A= TRIBUTARY AREA (ACRES) Q=1X(O9OXO2XOO9i)*15 °CP I I 1 c// I / / / / I - ____-- - ----- \- ' \ UNITS OF /11 Q = 0.025 CFS U I I ii 1' \ GRADING / C = (CIMPERVIOUS X (AASPHALT/CONCRETE + AROOF) + ill .1/I I RETAINING WA FOR USE IN BIOFITRATION SYSTEMS THE TREATMENT DCV = 1484 CU-FT JuJ I----------------- / ' - I I / / /V CO - " -- j-_ /2 f , I PER SPECIAL DESIGN SE1 / FLOW RATE MUST BE INCREASE BY 15 TIMES Q = 1X(08 X 02 X 0728)*15 0.189 CFS RETAINING WALL PLANS//I I A1 - . ------s - --- / ,1 III I DMA A1 DMA B3 DCV = 075 X 065 X 0.177 X 43560 X 1/12 DCV = 055 X 065 X 0.136 X 43560 X 1/12 DCV =3i3 CU-FT DCV =176 CU-FT 10 / N 5431'16" E Q = i X (075 X 02 X 0 177)*i 5 o = i X (055 X 02 X 0 136)*i 5 Uij N - /110-1 11/ I I III 45187' Q=OO4OCFS Q=OO22CFS FM INSTALLA D 7z DM DCV = 2177 CU-FT BMP A-2 IDCV = 500 CU-FT PERFORATED DETENTI PIPE Q 0.277 CFS WITW\ ORIFICE PLATE 12" PVC SD- 11= 2X7 5' MAX DISCHARGE: Q .392 COLLECTING ROOF A ON CFS SEE PETAtL- DRAINAGE) - _PIPE (P4) IDCV 2491 CU-FT ___ I ' D I' JUNCTI ET 3 ON STRUCTURE Pk Q - 1X(065X 02 X 0106)15 = 1X(088X 02 X1202)*15 Q 0.317 CFS sc-i r I / INLEiIPI ': rii ORIFICE PLA I' PROTECT EX. 12 ACID DMA A4 / - SC-1 LSD ______________ S 5C2 -- / PER SAN DIEGO / STORM DRAIN LINE PER 'DMA B 0" SD-2 tiu- -->i / DING NO. 205-1 DCV 0.65 X 0.65 X 0.011 X 43560 X 1/12 IDCV 0.87 X 0.65 X 0.820 X 43560 X 1/12 z SD-4 IS%/ /SD-4 SC-44 / / I DETAI ON SHE 3 JPROTEcTEX CV 02 X OO11)*i DCV 1678 CU-FT X 0820)*1 5 F Ld - I 41 TYPE "Bm SD COUNTY SM Q 0.002 CFS OUThET,PIPE(P3) D-2 PER DWG. NO. 205-1 - Q = 0.213 CFS _fss---\ PROTECT EX. CURB Q = 0.013 CFS I \J _____ -. pROPRIE:TARY 310-FILTRATION BIO CLEAN MW -L-8412-4' 11.5"4C MAX. tTREATMENT FLOW RME=O 346 1CrS I SEE DETAIL, 1 \ON ISHEET. -: - I I : -Tt .= I U I - - --.- -- .--- / 11 . -' " INLET TYPE UBU SD \ "N \ - - - J_ Q 5 w I- - - - - -- N 4759'52"W - - - - - R1M26977 18" ACP STORM \ \ DCV 1 XO55XO2 X OO61i 5 OW Ln - -NO2051sEwERL1NE----- INV=265.27 \ DRAINAGE UNE \ \ = ,., " . . . / 0 H-' 0- INV268.53 PER CORTE DEL \ ¼ - u.Oi0 CFS <rn W w DMA INFORMATION: I . LEGEND: / 11 NOGALIMPROVEMENT\ \PLAN DWG. NO. 0 UNDERLYING HYDROLOGICAL SOIL GROUP: FULL DEPTH ASPHALT PAVEMENT -120- PROPOSED CONTOURS LIJ ":. . ' ::::::: U ALL UIHLK DMAs CONTAIN SOIL TYPE D w A-259 02 08 :.::::::::::: PROPOSED LANDSCAPE AREA (xxx.xx)Fs EXISTING ELEVATIONS tt'IIkIr.sugATrr. GROUNDWATER GREATER THAN 30 BELOW I 7 •-_-_--_-_...._.-.- I F\rrrWAMPIIL iirin TO '..UINL)VYt\IE.R. GRADE I , ...j ' ' I L L. ' PROPOSED HARDSCAPE IMPROVEMENT XXX.XX FS PROPOSED ELEVATIONS I EXISTING NATURAL HYDROLOGIC FEATURES: NONE 000P PROPOSED RETAINING WALL GRIND EXISTING AC PAVEMENT 2" MIN. 01 PROPOSED DESIGN SURFACE TREATMENTS: PROPRIETARY BIO-FILTRATION - - - MITIGATION AREA LIMITS No'__SD_No PIPE FLOW ARROWS \ I POTENTIAL POLLUTANT SOURCE AREAS: TRASH AREAS, PARKING LOTS I - •-• FLOW PATH \ I I A DRAINAGE AREA \ E PACIFIC OCEAN): XISTING DRAINAGE OFFSITE (DRAIN TO TBD STORMDRAINSTENCIL --:' ' - EXISTING CONTOURS Uj 0.357 ACREAGE NTS SITE DOES NOT LIE WITHIN CRITICAL COARSE ----. DRAINAGE PATTERN \ I CRITICAL COARSE SEDIMENT YIELD AREA: SEDIMENT YIELD AREA. SEE EXHIBIT IN MITIGATION AREA DISTURBEDAREA \ 0 I ATTACHMENT 1 OF WQMP REPORT. Li >- q I0 LI) LC) 00 Q 0 (0 (N 88,077 SF OR 2.02 AC IMPERVIOUS % PERVIOUS EXISTING CONDITIONS 77,102 SF or 1.77 AC 88 10,975 SF or 0.25 AC 12 PROPOSED CONDITIONS 85,191 SF or 1.96 AC 97 2,886 SF or 0.07 AC 3 31,323 SF OR 0.72 AC IMPERVIOUS % PERVIOUS EXISTING CONDITIONS 18,279 SF or 0.42 AC 58 13,044 SF or 0.30 AC 42 PROPOSEDCONDITIONS 22,539 SF or 0.52AC _72 8,784 SF or 0.20 AC _28 DMA EXHIBIT TABLE DMA ID No. DMA SF AC CORRESPONDING BMP TYPE MODEL OR SIZE OF BMP ID NO: BMP (CFS) ATOT 52,374 1.202 A-1 PROPRIETARY MWS L 8 12 C BIO-FILTRATION 0.346CFS A101 52,374 1.202 A-2 INFILTRATION& - 0-48" L-150 FLOW CONTROL BMP B101 35,703 0.820 B-i PROPRIETARY MWS-L-8-8-V-HC 1310-FILTRATION 0.238CFS BTOT 35,703 0.820 B-2 FLOW CONTROL BMP 048" L=70' BPAL -- 19,435 0.446 C-I PRE-TREATMENT FLOGARD FILTER FF-24D (LID) 2.0CFS B101 35,703 0.820 B-3 PRE-TREATMENTFINLET FILTER (LID) GRATE-MLS24-42-24 cn SOURCE CONTROL & SITE DESIGN BMPs:SD PROTECT TRASH STORAGE AREAS FROM RAINFALL, CONSERVE NATURAL AREAS, SOILS AND SC-5 RUNOFF, AND WIND DISPERSAL. -2 VEGETATION PREVENTION OF ILLICIT DISCHARGES INTO THE MS4 INCLUDING BUT NOT LIMITED TO EFFICIENT SC-6 ON-SITE STORM DRAIN INLETS, LANDSCAPE AND SD-3 MINIMIZE IMPERVIOUS AREA. SC-1 IRRIGATION, DISPERSION OF NON STORMWATER PARKING LOTS. DISCHARGE AND CONTROLLING WASH WATER FROM . SD-4 MINIMIZE SOIL COMPACTION. VEHICLE WASHING. . WASTE HANDLING AND DISPOSAL (SEE CASQA FACT SC-34 SHEETS IN ATTACHMENT SECTIONS OF WQMP 5D7 LANDSCAPING WITH NATIVE OR DROUGHT TOLERANT SC-2 STORM DRAIN STENCILING OR SIGNAGE. . REPORT FOR MOR INFORMATION). SPECIES. PROTECT OUTDOOR MATERIAL STORAGE AREAS DRAINAGE SYSTEM MAINTENANCE (SEE CASQA FACT SC-3 FROM RAINFALL, RUNO-ON, RUNOFF, WIND 5C44 SHEETS IN ATTACHMENT SECTIONS OF WQMP DISPERSAL REPORT FOR MOR INFORMATION) C> o C14 C14 LO o C> ° 00 E C') > UU Q wOuiQwZ E <<U<O c aaoaco-, 0 4. 0 1 OF 5 - ENGINEERSNOTETOCONTRACTOR: THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES, PIPES, AND/OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL ASCERTAIN THE TRUE VERTICAL AND HORIZONTAL LOCATION OF THOSE UNDERGROUND UTILITIES TO BE USED AND SHALL BE RESPONSIBLE FOR ANY DAMAGE TO ANY PUBLIC OR PRIVATE UTILITIES, SHOWN OR NOT SHOWN HEREON. IF THE CONTRACTOR ENCOUNTERS ANY DISCREPANCIES, CONFLICTS OR AREAS WHICH HE FEELS UNWORKABLE, HE SHALL NOTIFY THE GRADING ENGINEER IMMEDIATELY PRIOR TO CONTINUING OR DEVIATING FROM THIS PLAN. UNAUTHORIZEDCHANGES&USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL SDP 2019-0009 DMA EXHIBIT TABLE DMA ID No. DMA SF AC CORRESPONDING BMP TYPE MODEL OR SIZE OF BMP ID NO: BMP (CFS) ATOT 52,374 1.202 A-I PROPRIETARY MWS-L-8-12--C BIO-FILTRATION 0.346 CFS ATOT 52,374 1.202 A-2 INFILTRATION& ,, I -48 L-I50 FLOW CONTROL BMP BlOT 35,703 0.820 B-I PROPRIETARY MWS-L-8-8-V-HC BIO-FILTRATION 0.238 CFS B101 35,703 0.820 B-2 FLOW CONTROL BMP 0 48" L=70' BPAL TOT 19,435 0.446 C-i PRE-TREATMENT FLOGARD FILTER FF-24D (LID) 2.0 CFS BTOT 35,703 0.820 B-3 PRE-TREATMENT INLET FILTER (LID) BIO-GRATE-MLS 24-42-24 ggp _tri 1L I LUJJJIU LLLL - ---- _. - - - - - - '- SCALE 1"=200' SOURCE CONTROL & SITE DESIGN BMPs: PREVENTION OF ILLICIT DISCHARGES INTO THE MS4 INCLUDING BUT NOT LIMITED TO EFFICIENT IRRIGATION, SC-1 DISPERSION OF NON STORMWATER DISCHARGE AND CONTRO_LINC WASH WATER FROM VEHICLE WASHING. - -t SC-2 STORM DRAIN STENCILING OR SIGNAGE. PROTECT OUTDOOR MATERIAL STORAGE AREAS FROM ' SC-3 RAINFALL, RUNO-ON, RUNOFF, WIND DISPERSAL. 0 PROTECT TRASH STORAGE AREAS FROM RAINFALL, 00 SC-5 RUNOFF, AND WIND DISPERSAL. LO - ON-SITE: STORM DRAIN INLETS, LANDSCAPE AND PARKING DRAIN INE PER! L ___ ___ ___ LOTS. .2 MWS UNIT -EQUIPPED- WIT-H- A- '\ < D(ISNG STORM DRAIN PROCT-EATCH=BASIN E-ED Z59'52'! 0.. -=-- COUNTY SW -7 D PER DWG.NO 2051 - -- - 15240 STORM DRAIN UNE rPAL,'TOT PER CARLSBAD MAS1ER DRAINAGE FACILITIES PLATE C-3 LI. 45 N 4759'52" W - - ----- Ti--------\- - I --I -r I JSC-1_flI I 'XN ___•,,__ ___j_ - - - - - - - - -----S.---. S -----------T-H--- * .t.:::::;::::::::::::: :::;:::JII 41 - PA r (sD-/7 \\N - - - -- i.. -- - . I 444L I 000 \ ¼ I/Il \ELEVATIO!9NS \ \ \ I R IV E ENTRY \\ \\ BTOTI OTO _x tVELEtlR, EGIN I I SThLLAtI104 AND OR ININ WALL PER SP 14L \ \ \ I RETJIHNq WALt. N 00 / BMP B-2I! '-'2 DETEN10N P'E W/pRIF10E I MAX DISRGE: Q= .026 ICES U. < N-2 PLJAL\WALI Q=0.56 QrSJ Q10= O.89 CS SI409Th I TRIbR 43"Ø\ \ N 1 ' SEE DETAIL -2--0I-E kTA U i TAIL SHaTj 31 // \ tok LENCHING z PRE- 11TM NT, \ I SEE SHEET II HEREON )_______.. V . Uj -77 HI I Q - - - - - - - I - QL fFft U Cl) SEE SHEET 1\ FfI*H*fffffl+Ff0 U EESI U11LUI J I- rr.r/tc I r) Ji mrrrr LU . - BMP B-1 0 \ pE ~TIOONLEf PlP 1Ji i ItI 1 I I PROPRIETARY BI0-FJLTR110N 0ERLCW 01)TLTI Ph' (P9)-Jj Nfl / I IBJO CLEAN MAX. TREATMENT uNci10 1 SrRVCU E 1W 1 I D DETAIL 2 ON SHEET 3 \ \ I I I Nj FLOW RATE=0.237 CFS I I oRI1cE pLTE\ 4R\SAN I P8 Nf DIEGO RE0NAt ID PLUG' EX. ATCH 1 I-1 I a.I BAS NAN &I DTAIL '1 r \SFET u I 1/ - PER PROP S\ D zo EX. . I DhTN CON INLET PIPE P6) PLAN r SEOIn PROPOSED DMA SUMMARY Area ID Area (sf) Area (ac ) 85th percentile depth (in) . Pervious Area (SF) . Pervious Area (AC) Iw lrnpenhio usAre2 (SF) _________________________________________________________________ 1 Impervio us Area (AC) Percent lmiviausl I Weght I RunoFf 0i. . Soil Type - DLV(cf) FLOW THRU (fl) (ifs) IIi2 7L 0 1 0 55 143 0.031 6271' 0.144, 81 I 0 75 0 310 0.f40 A 44 h5l _____ SHEET INDEX MAP 161k 1.025 0 6 (1 0.0c0 11I5 44061 1 025 lOLl I 90 [1 2 U 27 A - 4,610 0.106 065 1.443 0E3 3152 0.073 99 065 0 152 0021 III 4-30 0011 055 151 0.0133 ii6 0 0i 6 1 0 b5 0 17 0 fl1 2 0 069 0.55' 1003 0.02!3 192 O.045 0.6" 0 01 0 OJ SSS 11001 005 1158 0027 1511 0.035 57 055 11 00 2,989 0.069 0.65 972 0.022 2017 0.045 67 0.34 0 104 0.013 3,972 11091 13.723 - 065 0 0.65 00011 3972 OfijI 1150 091' 0 194 0.025 31,731 ,O33 30283 0.555 95 0.35 0 1434 0.139 5,917 P. LS 055 26134 0050 iii? 0.076 Sc 61.55 0 175 0022 P 1'13,51 3 0310 0.65 357 13 054 93411 0 2.5 7 0.68 0 5011 OPo-, 52,374 1,202 0 55 1443 0 0'3 50031 1.16-5 97 C SO LI 491 1' ii7 35,703 0 8 0 0.55 144 0 0 3 34260 0 707 5 0 57 0 157o 6 215 19435 944o 065 h252 0144 13153 03f2 58 @64 0 675 0095 I'.IFTI0ATI0NA89A(SF) 88077 A7r,, iMPERVIOIJS AREA S) 85191 FERV10U AREA (SF 28? D1STLThEEDAREAS1 3123 A1*A +A4+A +A,+A7+1+H - - ACRE5= 202 ACRES= 195 ACRE 0.017 ACRES 072 - EXIST] NGDMA SUMMARY Area ID Area (sf) Area (ac) 85th percentile depth (in) Pervious Area (SF) Pervious Area (AC) Impervic us Area (SF) Impervio us Area (AC) Percent Impervious Weighted Runoff Coot. swaMp Soil Type DCV (cf} FLOW THRU (Q) (cfs) 7,713 0,177 065 3405 0.073 4308 0.099 56 055 0 228 0.029 A. 44,661 1D5 0.65, 0 0.000 44661 1.025 100 090 0 2177 0,277 4610 0106 069 2969 0068 1641 0038 36 039 0 96 00i2 0 - 437 0,011 056 100 00112 337 0009 79 074 0 19 0.002 - 2,966 0.068 065 2496 0037 470 0.011 16 023 0 36 DUCt 2,669 0.061 065 916 0021 1759 0040 66 063 0 90 DOli A 2929 0.060 065 0 0,000 0989 009 100 090 145 0019 B1 3,972 0.091 355 3158 0.072 814 0.019 20 026 D 57 0007 31731 0.728 066 1443 DD 30288 0.695 95 086 0 1424 0.189 5,917 01315, 0.65 0 0.000 5917 0.136 100 0.90 0 288 0.037 L - 13,518 0210 065 3678 0084 9840 0.226 73 068 0 5011 0.064 52,374 1.202 0.65 6374 0,146 46000 1.056 0.80 0 2277 0.290 I 35703 0.820 065 4501 0.106 31102 0714 87 080 0 1541 0196 ['- 19,435 0.446 065 6282 0144 1615 0302 68 054 0 573 0386 MITIGATION AREA (SF) 88077 AX,T+BT3T IMPERVIOUS AREA (519 77102 PERVIOUS AREA (SF) 10975 ACRES- 202 ACRES= 1 77 ACRES= 0.25 WASTE HANDLING AND DISPOSAL (SEE CASQA FACT .E AD SC-34 SHEETS IN ATTACHMENT SECTIONS OF WQMP REPORT FOR E 0 C3 Cn MOR INFORMATION). d 8 'C C3 C 10 0 DRAINAGE SYSTEM MAINTENANCE (SEE CASQA FACT o SC-44 SHEETS IN ATTACHMENT SECTIONS OF WQMP REPORT FOR MOR INFORMATION). °- SD-3 MINIMIZE IMPERVIOUS AREA. SD-4 MINIMIZE SOIL COMPACTION SD-6 RUNOFF COLLECTION. 0 SD-7 LANDSCAPING WITH NATIVE OR DROUGHT TOLERANT SPECIES LEGEND: ___________ FULL DEPTH ASPHALT PAVEMENT PROPOSED LANDSCAPE AREA PROPOSED HARDSCAPE IMPROVEMENT I - I GRIND EXISTING AC PAVEMENT 2" MIN _41\ 19 , NOTE:141 , SD-7 - - - MITIGATION AREA LIMITS Z SD -211~:7 P0 ° - I j - 1 ' ( B \\ \SQs-,- / / /' Atot = A1+A2 (IMP AREA=50,931 SF) BEING TREATED IN LIEU OF A1-FA3+A4+A5+A6+A7 (IMP AREA=15,254 SF) - - FLOW PATH 0 M co 0) .'j c' EX., CA CH ASIN I -1 Btot= B1+B2 (IMP AREA=34,260 SF) BEING TREATED IN LIEU OF B1+B3+B4 (IMP AREA= 17,125 SF) EXISTING CONTOURS > C14 F4 a. w RI =292. 0 A~740110_ , .1 \ I i/ INV=289 50 ? I • SC-i PA PA Lp/ - // - - 7-. PER IMPI0VEMENT PLAN NO. 205-1 /V___ .- --.' 1 B pal,tot=B3+B4 (IMP AREA=13,153 SF) BEING TREATED WITH PRE-TREATMENT AND COMPENSATED FOR IN Btot 120 DROPOSED CONTOURS H Z .-... ci ' I </X I BMP C-1 I d SD-7 A I K \ sb-7 TREATMENT VOLUME. - UJ -j ----1 INSTALL FLOGARD I q () SD-4 /-k 4.I__.\ --.--\ (xXx.xx)Fs EXISTING ELEVATIONS ry M CL L6 < C14 SC-2 ,i CATCH BASIN FILTER INSERT 0 M to LU MODEL 0 w SC-6 j -/ I I - I PAH SC-34 U] - cN> a. ø-I 2 SC-44 - ---i l FILTERED I~.O CFS I B ____ ____ e') // - PROPOSED RETAINING WALL 2 / I I SEE DETAILLjHEET 3 I I I 4 - / ____-- S COVERED TRASH / 0 LIJ 0> w 1 I 80' (-._-L SD- \ I " 0.31 -- - I ,/\, ) ENCLOSURE AREA / ON SD PIPE FLOW ARROWS 0 73 0 re- IJ DRAINAGE AREA ry LO 0.357 ACREAGE SD-4 A6 / _______________________________________ I 0 EXISTING BUILDING rn 0.0611 02 0 TO REMAIN I I I ___ I I - • - -- - - I PROTECT EX. 12" PVC -L--_': .. iIt 4J STORM DRAIN (ORIGINATES . I - I COLLECTING ROOF PROTECT EX 1 PVC C0 f S.. DRAINAGE) STORM DRAIN (0. IGINAlES -- \ t:.::: 0 . W I .:.,:...:: SC-1 COLLEC11NG ROOF I . -'-__-- DRAINAGE) I \\ SD-7 V) Ile Al-ri A -r i L I A I% I A I . I ______ -J 0 L() 0 C\J 0 0 c.'J 04 to 00 )-N Cl) STORM PIPE TABLE _DRAIN PIPE DIAMETER (IN) SLOPE (%) - LENGTH (Fl) REQ. CAPACITY (CFS) % FULL (DEPTH/DIA.) P1 12 25.40% 24.9 6.85 41% P2 12 0.50% 22.8 1.24 48% P3 12 _2.75% 23.6 6.85 92% P4 12 .25.90% 26.0 16.48 70% P5 24 0.50% 30.3 18.47 90% P6 12 - 1.57% 5.0 4.65 79% P7 12 1.70% - 34.2 4.65 76% P8 12 1.75% - 17.3 4.65 75% P9 12 _23_50% 19_9 4_65 34% P10 12 1.75% - 4.9 4.65 75% P11 12 - 6.18% 16.1 4.65 49%__ IVIIII(.i/-kIIUIN/-kI(LR '4.. I ii I I \ I .1' // .' - I . 88,077SFOR 2.02 AC IMPERVIOUS % PERVIOUS % EXISTING CONDITIONS 77,102 SF 88 SF or 0.25 AC PROPOSED CONDITIONS 85,191 SF _or1.77AC or 1.96 AC 97 _10,975 2,886 SF or 0.07 AC _12 _3 I DISTURBED AREA 31,323 SF OR 0.72 AC IMPERVIOUS % PERVIOUS % EXISTING CONDITIONS 18,279 SF 0.42 AC 58 or 0.30 AC 42 PROPOSED CONDITIONS 22,539SF _or _or 0.52 AC 72 _13,044SF 8,784 SF or 0.20 AC _28 üi2uiZ W 00 00000-) 2 OF 5 ENGINEERSNOTETOCONTRACTOR: THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES, PIPES, AND/OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING U11U11ES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL ASCERTAIN THE TRUE VER11CAL AND HORIZONTAL LOCATION OF THOSE UNDERGROUND UTILITIES TO BE USED AND SHALL BE RESPONSIBLE FOR ANY DAMAGE TO ANY PUBLIC OR PRIVATE UTILITIES, SHOWN OR NOT SHOWN HEREON. IF THE CONTRACTOR ENCOUNTERS ANY DISCREPANCIES, CONFLICTS OR AREAS WHICH HE FEELS UNWORKABLE, HE SHALL NOTIFY THE GRADING ENGINEER IMMEDIATELY PRIOR TO CONTiNUING OR DEVIATING FROM THIS PLAN. UNAUTHORIZEDCHANGES&USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL UNDERGROUND SERVICE ALERT rn I Call: TOLL FREE 1-800-422-4133 KNOW WHAT'S BELOW. CALL BEFORE YOU DIG. TWO WORKING DAYS BEFORE YOU DIG IN FEET ) 1 INCH =20 FEET SDP 2019-000 , I -r SITE SPECIFIC DATA RCIET NHMPrP 2051 P/IOJFCT M41H PAL0d/R AHPOR RB, PHOjECT CARLEBASCA 5TJCTL/RE ID 7 TREATMENT REQUIRED VOLUME P49E9 DF FLOW EVEED CITS N/A 0,346 fRE4MENT PEE ALE (FT) N/ID PEAK GJE 66 REOUIPETO (DES)- 16 APP!I041E 697 P',E D4 r4 I C. I47L7I/4L 01IHFTLR OUTLET PIPE 27577 PVD 17' FRETREA1MENT PIOI7LTRA7'JON DISOHA LICE PAl ELEV4 770W 282.09 - 282.69 26209 - 51 F/ACE LOAD P[DESJR/4V N/A PEL)EOTPI4N PRICE & COVER 264 LOG" 1 0°LN PLANTER 030 AK7LIIVDVED/A VOLUME CY 797 OR/AOL SIZE (DO INt5 ETA 7.46" NOTE/I LOP TO VEB7F/ OEThSTP&1M DETENT/ON WILL B/OP LIP INTO MWS. SPECIFIER CHART MODEL INLET ID GR:A"EOD COMMENTS FF-12D '12"X12" 15X-1-51 I GRA UR V-11-FT FF18D 16"X16' 187/13' GRATED INLET FF-180 18" X 18" 2')' 7/20" GRATED INLET FF-18366D 18"X36" 18' 7/40' GRATEL. INLET FF-18360G0 18"X 36" 18" 7/43' COMBINATION INLET FF-240 24" X 24" 2€X28" -__GRATE// INLET FF-2436S0 24" X 36" 24' 7/ 40" GRATED INLET FF-240G0 24"X24" 1)7/76" DO//GINA10N INLET FF-24360G0 24"X36' 24' 7/ AL" CCiL'EINLW'IOr'/ INLET FF-360(2PIECE) 36"X36' 3117/41)' GRLITELINLEF 548D2PIc! 36"X4iE 721./CA87 CA - . •.., ...............WANOMED - BED [ - I f M - PA TENTED MANIFOLD MANHOLE PERIMETER . .. ___ ___ H VOIOAR&4 jo .6E/I1.S/A7H'.........: -PRE-flL TLR SEE NOTES CARTRIDGE '1,. ' oi'wiwa e MI B4SE , __ MRBIANG~~~ ..- _______ DRAIN DOWN LINE _•_ \ LEFT END VIEW SIT BY OTHERS PLAN VIEW INTERNAL INSTALLATION NOTES BYPASS WEIR WALL Cl 7. CO84CTOR To PROVIDE 4L LABOR; EDL/iP'67W MATE14LS AND 282.09 INCIDENTALS 8690/RED TO ONFLOjID AND If/STALL THE STOLEN 4710 RIM ro APPUR LENA WOES IN ACCORDANCE WITH TI/IS DTI I//ID 411)711W . Mn 281.01 AUPClU.ERS SPECTIILATLONS, LALELL OThEP//SE SAJ IN PEAK HOL MANLIFACT7.JRE7S COITTRECT 2. ElI/IT MUST BE INSTALLED ON LEVEL £1456 MANUFACTURER RECOMIULINDS A MINMUV V LEL EL POCK 0,45C UNLESS SPOCIEFO h',,, I INS PROJECT EWLONEER CONTRACTOR IS' RESEONSTRIE FOR VERI/API 1.. PROJECT LOAD WEEPS RCCOMMZNDFO EASE SPECIFIcATIONS 4. CONTRACTOR TO EU' H Y ALL) INSTALL ALL EXTE/INAL CNNLLT/NG PIPLE ALL FIFES MUST OF FLUSH ,V/TFI 17.6/LIE 5/n-rACE FL CONCRETE (P1)E5 CASOT INTRUDE BEYOND FLUSH), IDVEPT 06 ' H OUTFLOW PIPE MUST BE FLUSH WELl D/SCHARCE C/IAMB/P FLOJE ALL PES SWILL DL SEALED W117EP008T PEP M4NU/ACDJRER) STANDARD CONNECTION DETIIL. 6 72'-O0 54 CONTRACTOR RESPONS DLI FOR INSTALLATION OF ALL PIPES, R 6EI/ AIIC/I/OLFS. .411) PATE/iFS CONTOICTOR TO GROUT ALL I?iNROrt S AND ELEVATION VIEW HATCHES TO MATCH P81/SHED SURFACE UNLESS SPEC/PLO OTHERWELL. VEGETATION SURPLIED /10 INSTALLED BY DINERS ALL UNITS IL/N-I VLEEIAT/ON 1//ST HAVE OR? OR SPRAY IRRICA 170/I SUPPLIED AND INTERNAL BYPASS DISCLOSURE: iNSTALL' U DY OTHEPS. CONTRACTOR PESPOWS/BLE FOR CONTACTING 610 CLEAN FOR TI/P OFF/EN AND TI/RACILY OF IRE PEAK COY/ELANCE METHOD TO BE P/A/FILED ACTIVATiON OF ION/il MAI/UFACTIJREP'S WARRANTY /5 VOID WITHOUT AND APPROVE R/ THE ENC/NEFR OF REF/LW i-CL(S) AT PEAK FLOW SHELL 5E PROPER ACTIVATION BY A 610 CI FAN REPPESEAITAT/VE ASSES/TIN TO ENS//HE DO UPS/NEAC FLO1OJIE 654K HOL AND BYPASS GENERAL NOTES CAPACITY SE/DAN ON ORAl/NO ARE 11850 FOR CO/DANCE ONLY. 7, MANOFACTIJEYR TO P1/0 V/OP ALl MA/NRA/S OWL FEY OTHERWISE NOTED. PROPP/L TALlY AND CONFIDENTIAL . .. 2. ALL DiCENSIONS, ELEVATIONS, SPECIFICATIONS 4010 C/PACE/ES ARE SUBJECT TO CANOE FOR PROJECT SPECIFIC D'AWI/VES DETAILING ES/CT DIAITNSIOIS Al ICHTR El AND ACCESSORIES PLEASE CON//IC! 810 CLEAN. i.w3J N 41 WPI'iER W,7H lIT ThE 41111TI GORThT LW PuRiP.A 0 w F- 1 #4 @ 6' 0C 2 /4 EAF FL/CEO UI 2NALLY -T- A-i Cl) PLAN z r I 1'E OI,NETI1 (DI) x '-:;i-- ----i 33 ITI1 i I ElI 5)' 1 L-Ci 87 I 611 1 1 J 7' j I' H LE 11 11.0' (I) 0 -uJ F- ICR VP/HEll LLI ---- / --, 0 11 EEC D-111 rllp I' - STEP NOTES EL 0-11/ 4 3-113 FCC PIT :,-o 301/A 1111 RElY LI ' 2 1I )DINTS 311/I • El S- II C lP"F. PT/P 7001 I. / ' F' CL ' IL NT 1"' /TTE-. - - L 1 lIE' w 71L /1)F rTEE i1)J'/) PHJI'TY' i' -I"n-T)C'=i/IiThEN=n- ' .1-H. -. F). I Cr " Ci//p INC ' lEE' .:TN_ I. PIPE 1/2' CL/P E, / \ ' -- '11 F (T 1N1 UI/AVE//I I S;I'I TO/AT I E PiE F CII L . IA 7 ll'NHOLE CO/CC- 5/ r HT I 1)1LI1)241 CII IILI[N .111 SECTION A-A - - - - EECLJIiIEP IF PIFIE IOTA COED/A '" -- LEGEND ON PLANS - 7 I 5/5/i'Ll/rET l/7i'''/A TO .11/L i 1'" /N/I/OLE J)/,, TIN --1/4/Ill' SLEPT. -CL. CL - SAN DIEGO REGIONAL STANDARD DR/EKING IIrElJ'.' S '1.51)55 2 N/I TEE C (IF' F L Fe I ,,il hI 5 0 1110//3 - I EN STOP PT1j (NLEANO iT * I/F1 F; LU lI"7''1_EI-I'' _/ - 0 FIll')Sj TN'', J7"hl 3F/w0I' C) 0 -0 LI') 00 C,, co MWS-L-8-12-6-3-C DETAIL NTS SITE SPECIFIC DATA PRO POT NUMBER 10048 PROJECT NAME 2051 PALOMAR AIRPORT ORNE ITTOJECTLOCA77ON CARLSBAD CA STRUCTURE ID DIP 9-7 TREA TUE/VT REQUIRED VOLUME BASED (Cr) FLOW BASED (066) 0.237 PEAK BYPASS PEDAl/PLO (Cr5) IF AR/A/C/HI E 4,95 PIPE DATA I.E MATERIAL DIAMETER 7S? FEY 2R2 73 PI CUTLET PIPE 281.6J PVC' 72' PRETREAT/ENT 810/AL ERA liON D/SC4P/6E i/IC ELEVA 7/ON 28622 28722 28722 S/JR/ACE LOAD PEDES THAN OVEN PLANTER PEER c//CAN FRAME & COVER 030' - 11/4 024" WENANDMED/A 10/ONE (co 540 ORIFICE SIZE (CIA. INCURS) 5 54 0 /_19" NOTES COP 70 VERIFY PEA/c' 118/ (28585) is )/CEPTDBTC AS IT IS ELLIOt TO ORE/REAM EATON 8.15/N FINISH' SURFACE (255,87L (IL WETIRNDMEDL4 VERTICAL PLANT ' ED - -..- - - - - -n- ,!' UNDFJW/AIW ESTABLISHMENT"\ ' , ,.M A44NHOLE MANIFOLD VEDA PET30R -7- VOID ARM L l 11 I - - I I 6_H_ i /ffLD Jit INLET PIPE 2 'LO PIPE SEE NOTES 0131/N DOW LINE SEE A'O7ES LEFT END VIEW PLAN VIEW C/L r INTERNAL H BYPASS WEIR WALL M4NNOLE c/L. I , 287.22 7L flT I RIM/PC 4 - PEAK HGI FLOW COAlM AND THE 4I.HIIUFARIT 2 ON MUST BE INS TAILED ON LEVEL BALL MAIOFALTEIPEP PE30M111'NDlI A N/N/MUM F LEVEL i/F K SAGE UNLESS SPEC/F/HO 8 6" 8 0 6 /1/1. BASE THE PRO lENS EtIRINEER CUNTRACTOP IS RNS'ON HOLE TO lEAFY 9'-LVI RIGHT END VIEW PROJEJE EIAE7NEEiTS P000N/VIC/CCD B/SE SFCCIIC/.T 0115. 4 131 TRACTOR TO SUPPLY AND /1/STALL ALL EASE/VOL CDMNCCT'NC ELEVATION VIEW PPES. ALL 11I1E3 A'OS/' BE FLUSH VAT/I /1/SlOE SURFACE OF CO//CRETE, (PIPES CANNOT INTRUDE BLYONO FLOOR). INVERT OF OUT1TLCIN PIPE IVUST BE FL/IF/I WITH DLSCHARRE cHANRER FLOOR. INTERNAL BYPASS DISCLOSURE' ALL PIPES 5H/L SF SEA/ED WATER TIE/IT PEP MW/JEACT/IPERS CA ST4NO$°D CONNECTION DETAL. TilE OLSON AND CAPACITY OF THE PEA' CDI VEIN/CE METHOD TO BE REVIEWED 5 COIITRACTFL RESPONSIBLE FOR INSTALLATION OF ALL FISEIS, i/NO APPROVED 8/ THE Ef/TINEER OF REEl/RI). HO.(S) AT PC/K FLOW SI/ALL Of MANPOLES, AID HATCHES, COUTRACTCP TO CROOT ALL MANHOLES AND AS/TIC 1r1 TO L'JSL/HZ NO URCTPE4M P_000/96, PEAl HOE ND BY/ASS HATCHES TO MITCH P8/SHED SURFACE UNLESS $PECIF'CO OTHERWISE CAF/CITY FE/C//V ON DRAW'/IC AE USED FOP GJLA.ZCE ONLY, 6 VEGETA77O/1 SUPPLIED AID INSTALLED BY OTHERS. ALL UNITS 0/7/I LOW r v D - VEGETATION MUST 01f OP/P OR SPRAY I/P/CA /1//V SUPFL/C/) AND -__.0...: IIISTALLEO 67. OTHERS, IT /5 PCCO/cHCNDED THAT A SUFFICIENT VARI/.TIO.V IN ELEVATION PUPA CE/I TIlE TREATMENT FLOW 10F51 / 0,237 'I CONTRACTOR RESPONS13LE P0° CONTACTiNC 9'O CLEAN FOR INLET AND OUTLET SE PRO//LEO TO ALLOW FOR ACCIJMULA TIC/I OF SED'MT]TT IN OPERATING 1-1840 (Fr) 3.5 ACTIVATION UP UN//I MR/UFACTU/?ERC WARRANTY IS HOE WITH OUT THE PPE-TREATMENT C/lAUDER, P4/1.07 TO 00 SC MAY RESULT IN BLOCKAGE PRO°EP ACT/I P/ON BY A P0 CLEAN BCPRESFLVTA7LVE AT INFLOW POINT(S) WIPCV NAY CAUSE L°STREAA/ FLOODING. PRETREATMENT LOAD/NC RATE (GP4f/31) 27 GENERAL NOTES WETLAND MED/A LOAD/ND RATE (GPv/SC) I. MANIIFACTUPFR TO PROZEE AL MATERIALS UNLESS O/-' ROSE NOW.. i ' i/i/I AL/I) CClirILn-NTIAFI I - - j, . Pv1L4S-L-8-8-5'-6"-V-HC 2 ALL D/ULNSIOIS, EL/ANT/ENS, SDFCl//CACO//S AVE CAP/TINES ARE- SORJFCT TO (IL I')' fl lThL CL/lIlT) IN E (ElIThI/El F ,F --RA . ". CHANGE FOR PROJECT SPEC//C 0//ALl i/CS DEFOE/NC EXACT DNENS'ON7 WE/LI-ITS ,,,. PENT' 1W F017CNLNI4NET ENS lI'al/PF ,J - c. ', - -, .. AND Ac/iFS TOP/FIN PLEASE CONTACT SO CLEAN. I ' I ARN?Cmpiy STANDARD DETAIL OUTLET STRUCTURE UNDERGROUND PIPE # 1 ("A" AREAS) OUTLET STRUCTURE UNDERGROUND PIPE # 2 ("B" AREAS) (I - -- - - - - - - -------- - - -,--- - - --- - - - -- - --- - - - - - - - -, I I I I I I I C < (A C (N E 0 0 I I I Woo: lnv 432'; IN -4" '' I "•%,_ I I ,.' We/I-' 111. 43.2; 5/ =4" • I 0 a " (0 0 -I I " I I 0 C n-< LOO - 1 \ Z 0 00 0)0 C -C I l I I I I \ 00 I I I I 0 C 1 hN24R 1:424/I 10 O HErR 18/1 U I IPlTrt 1,8/i 1 - 21/4 \._/ criPco 21) 1/N" ft I - I Invert 12 ft i IIENII- /.5 I I I I I I I I I 001)) 1: j /' I 'N Cr/f it' I C - 1 /1 1 rT W I bo SALT) HORIZ04TAL PIPE I HTLITIH 10/ HORIZONTAL PIPE 21 L--------------° 4 "2 J L D=48";L70ftJ NP/o: F1' - oil cv 0.11 bo dril d in vt/In ''v I /vtFor F 1141,0 or FcrKro/eI 100)1' inlINe msnlhn-'IB Nntc TI,. u F Il be H I TO 'I]) tEll i',-i11 (5i1 or n ' 111/Err cc'nLr/lt"I lo-c.rtc/I in FLy' 1)1)4111/4 wvrt RIP I7) d'10lS)r//L1 Thit s N w)I pop'vtD tie In/law Ire-s, the COl/C/b W/IN' 1/3/71 t' "11/'0r T/I'i wdI 111/'., rn-I' thy/lc//I 100111 the 0/11/ NI Z ORIFICE_ CROSS SECTION ORIFICE CROSS SECTION DETENTION PIPE U) z ry 0 CLASS 1 OR 2 MATERIAL-1 N ) --STORM DRAIN CLEANOUT "TYPE B5" P/.,\ I PP cAN nrr,n PrO1IC1MtlI cTANrIAPflc 0 8 III Z BIO CLEAN SCREENING RLTEA FOR USE IN GRA TE INLETS - - I I 01,< ~ TOP _VIE/ NOTES: '4 -. - - 1 ALL F(NROWAPE, FLI"lI.,E, FRAM), NO/I_El) 5 n 5/ I HEN) STU- PIP/I) "NO'' N0.2A E1).1/LL E S OT''ETEFI At]2 " 'ElITE) - M..OHAN!TLLY TO 1,11 PETE ' F'REI-'E 'lI -I FSIL 1rL3.'/ Ni. I TO L011 0/I EL-F WATER 5/1,11 C P IF F'-' TI- 4/ -1 , , - TEE PEF'ORMA,/CE PEE 1)- hi lEvI '0')' 5/ 'RIF/ 5/1 CJ____-- I L. STRUCTURE /1/F/I II'' 10111) 0W/TI/F 810 0,3/ FlIP 13/I) I' 0/Il, "TON /Al) I N lI ' 2FF) OPE/,. N. El 3. (ENT/CE'S A - 'FETE 'NI//n IF CO. 7 CONI~DEFIS I 'I/CAL OLPRE'-/ 0. l'OliiIil'I, Del' F' OF P PP/H/A 1 . CTlIr CAP/lIFT) BASED ON 2 -- 345K/A '15/ F14.-L.E C-,- SOLE/S N 605/FOIL SOLD in-NJ/AFT 2 NL1-,T BY A ,,'PIIClTJPE [PLC 11 EEL r fl1/) l, - i-------------- 10 CT 011 L1.7-_I_I_ .380 1/55 ~PIEI 214, 41-1 1/ F. L FEll iE/__Ti 531 180 10EELL____ 10,05 7° -ML " 4/6 :::/2::: ".'I - fr TILlS L CE_____ELi j!5,2J 12 53 445 JL0'1 IT/C Nwl N ElI.) 'CNEE/ / 14 TI H )TE/A A'15/I' 0,/TA (1 O,o 4/C,T I P/C iES rc'tC-I, C//I) 1'lI.TUL' OIAINFLE'5/ 'HEEL FLUIN SGHEl/ATI/2 o SCn'A W, r - 1 liP.) VIII Pb C 1148 ClEFT/Il JET' k OCT 101 IlL' I - -- - - TEST I' /11/LEE IIC'T4JL F-l/ 1,11-/ ,\Il C''H-EEiiTNF) . Bio Cleafl 510 Ci LI'IiLl,VTP)NFIENT/ILSERVICLT F. SEE._Iovco 394 VII EL ENTPQ, OCTAl/SINE CA i/irE F-ONE_/'LO-'4,33--7o40 FAX. 760-4-1,_-_,C, A Forterra Company -------5.,,,_- [Ill.I'_'___- flArE 'I 211' lEAFIER___NCP, _/11115 _ThE/N -' _FE V/SillPS)f1.i 810-CLEAN FILTER FOR GRATED INLET PLACED D COMPACTED rIN ACCORDANCE WITH PERFORATED DETENTION PIPE SEE DETAIL ON - b. . -1 NTS ASTM D2321 IN PIPE ZONE I SHEET 4 FOR BMP A-2 - L,K '1C) I "-3/8 THICK 316 STAINLESS 0 1' -' I 1' STEEL MATERIAL ORIFICE PLATE LO BOLTED TO INSIDE WALL OF -- CLEANOUT STRUCTURE. LUcLU f , NOTCH SEE DIMENSIONS AND IMPERMEABLE / \\ ,n-,~/ 60- INVERTS PER DETAILS A-2 AND LINER SEE / " <'i/ " 11 6 8-2 SHOWN ON SHEET 11 SPECIFICATIONS II c- . ADS DETENTION PIPE LO b - '- ON ADS DETAIL DETAILS SHOWN SHEETS 12 & 13 ON SHEET 4. 7 04 3/8" THICK 316 STAINLESS STEEL 0 - ( 0 MATERIAL ORIFICE PLATE BOLTED TO INSIDE WALL OF CLEANOUT STRUCTURE. 7 - °j_ SEE DIMENSIONS AND INVERTS ON DETAILS A-2 A I [CT T ION ETEN ION -- '3' , S ON SHEET ND B-2 (TYP) 1 CLEAR :t I W1111- * Lia I I 1=1 iir__Euil II-III- T'I'P HOLE, 18 TOTAL NATURAL SOIL (OPEN BOTTOM) - DI DETENTION/INFILTRATION PIPE SECTION OUTLET WEIRS TRUCTURE WALL _DETAIL BMP A-i 3 BMP A-2 & B-2 a UNDERGROUND SERVICE ALERT rn I Call: TOLL FREE 1-800-422-4133 KNOW WHAT'S BELOW. CALL BEFORE YOU DIG. TWO WORKING DAYS BEFORE YOU DIG Essi No C46301 12-31-20) ENGINEERSNOTE TOCONTRACTOR: THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES, PIPES, AND/OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL ASCERTAIN THE TRUE VERTICAL AND HORIZONTAL LOCATION OF THOSE UNDERGROUND UTILITIES TO BE USED AND SHALL BE RESPONSIBLE FOR ANY DAMAGE TO ANY PUBLIC OR PRIVATE UTILITIES, SHOWN OR NOT SHOWN HEREON. IF THE CONTRACTOR ENCOUNTERS ANY DISCREPANCIES, CONFLICTS OR AREAS WHICH HE FEELS UNWORKABLE, HE SHALL NOTIFY THE GRADING ENGINEER IMMEDIATELY PRIOR TO CONTINUING OR DEVIATING FROM THIS PLAN. UNAUTHORIZEDCHANGES&USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. O00O of O) 3 OF 5 0 SDP2OI9-0009 BILL OF MATERIALS `lIE COLIFONI N IS RHO CUANTIILES LISTED HERE N ARE NOT INTENDED TO NC A COMPREHENSIVE MR FEPIAL LIST, [Xl RA COMPONUC NES, NOT LISTED HEREIN MAY BE NECESSARY To COMPLETE THE CONSTRUCTION OF THE SYSTEM. ITEM Pt - DEScRrPTION MATERAL ENDOR7 N, I I I END CAP-1 48' END CAP HOPE ADS SEE DETAIL 2 3 4801AN 48' END CAP HDP ADS SEE DETAIL 3 7 - STICK-1 48' PIPE 831CR PERF HOPE ADS SEE DETAIL 4 2 4 STICK-2 4881-002018 48" PIPE STICK :PERF 48" PIPF STICK PERF HOPE ADS SEE DETAIL SlID HOPE ADS 48" SPLIT BAND COUPLER HOPE ADS NO'1SHOW I TSDDY ENIGINEER THERMOPLASTIC LINER - PER ENG, AS SPECIFIED OTHERS AS NEEDED I 1815AA - 18 WT BELL-BELL COUPLER HDPE _ADQ_ NOT 8HOW NOTES THE TITE DECIONI EIUOI'SCEP MUST FE/IEW ELEVATIONS AND IF NECESSAFRYAOJJST GRACING TO ENSURE O THE PIPE COVER REOJIRENENTS ARE MET 3 THE SITE DESIGN ENGINEER MUST REV ES THE 11RCIX11,11I( OF THE PIPE TO THE RETAINING WA/ AND CONSIDER EFFECTS OF POSSIPLE SATURATED SOILS ON 'HE RITA NIINJC /IA,LL'SIILTBCRITY TH S'TE DESIGN ENGINE-FR VISIT R VIE/I THE PROXIII TY OP THE PIPE TO THE SLOPE AND CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON THE SLOPE'S INTEGRITY 0 ST LIB SIZES AND INVERT3, TO SEVERIFIED BY THE SITE DES TN INC flEER PRIOR TO PB RICA TION 0 NOT FOR CONSTRUCTION' TI TI AWl TIE Mi EIUC'IIEHNA: El FPO VT CNLYTO - - CONE EPT A THE FGCUIPEC 51 ORAUL VOLUt'IE 0001 RE ACHIEVED ON SITE, INCREASED BASE $TONE DEPTH - EASEL) ON ENGINEER'S MARK UP. CL '4 'C o o. 'U C If I (I) z 0 C/) z- 0 —uJ I- 0. 0 0) U.' 0 I - T TO BE USED ON TOP AND SEDES OPEPSIEM ONL Y Y d (SEE TECHNICAL NOTE 5.501 PNOV.DEO BY OTHERS) -_- ____ - - -_ - ___. I 7_77'.. - - __ _-, STRUCTURE PER 20 iu SERVICING CLEANOU7 & JUNCTION -. a EL coo 2 SHEET OF LLLLLL!m318 ALLAN 1,,VARBRiCK ALL~~N.%A~ARBRICK@ADS.PlPr:.COM PRoJEr NC S1E7iS ADVANCED DRAINAGE SYSTEMS, INC. 2051 PAI.OWAR AIRPORT RD (BMP-A2) CARLSBAD, CA AD ETET 7)ETNT ON NOTES ALL ELEVATIONS DIMENSIONS AND LOCATIONS OF RISERS, INLETS AND OUTLETS, SHALL BE rcipr VERIFIED BY THE ENGINEER PRIOR 10 RELEASING FOR FABRICATION. Th IL SLEC I F I CATION DLSCPIOES ADS R ET E NTIONDDETEN11ON PIPE SYSTEMS FOP USE IN NONP R ESL'FL E OPAIfl-FLOW STORM WATER COLLECTION SYTMS UTILIZING A CONTINUOUS OUTFALL STRUCTURE. IN SITUATIONS WHERE A FINE-GRAINED BACKFILL MATERIAL IS USED ADJACENT TO THE PIPE S SYSTEM AND ESPECIALLY INVOLVING GROUND WATER CONDITIONS, CONSIDERATION SHOULD ADS EETNTIOU DETENTION SYSTEMS MAY UTILIZE ANY CF THE VARIOUS PIPE DROOl ICTS BELOW: BE GIVEN TO THE USE CF GASKETED PIPE JOINTS. AT THE VERY LEAST THE PIPE JOINTS SHOULD N12 STIB PIPE PER AASI'ITO) SMALL MEET AASHTO V 254 TYPES, OR ASTNI F 230c,, LE WRAPPED IN A SUITABLE, NON-WOVEN GEOTEXTILE FABRIC TO PREVENT INFILTRATION OF Fl 12 STIB PIE PERAS1II F268) SHALL MEET.ASTM F248 FINES INTO THE PIPE S'STEM, F012' MECA ORLEN STIB SHALL MITASTM F2C4 CONSIDERATION FOR CONSTRUCTION EQUIPMENT LOADS MUST BE TAKEN INTO ACCOUNT. Al L PRODUCtS SHALL HAVE A SMOOTH INTERIOR AND ANNULAR EXTEFOOR COFtDIJUPH IONS, ALI, ST ri PIPF PRODUCTS AR: AVAILABLE AS PERFORATED OR NON PERFORATED WDB PIPE PRODUCTS ASE ONLY AV/ILAUiLE AS NON-PCFFDR4TUD, PRODUEThEPECIF C PIPE SPECIE CATIONS ARE ALL PIPE DIMENSIONS ARE SLIBJECTTO MANUFACTURERS TOLERANCES, AVAILAPLE IN THE DRAINAGE HANDBOOK SECTION 1 SPECIFICVRONS', ALL RISERS TO BE FIELD EXTENDED OR TRIMMED TO FINAL GRADE. JOIN PLAIN END I SOIL-TIGHT sTIB:' BILE PIPE SHALL BE JOULE USING A BELL AND SFOOCT JOINT,-THE BELL AND SPICOI' JOINT SHALL MEET TIE SOIL-TIGHT REQUIREMENTS OF ASTM `2305 THE AND GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F7 UNDERSIGNED HERBYAPPROV ES THEATTACHED PAGES RLA!bJ END F PS AND FITTINGS CONNECTIONS EHAIJ PP JOINED WITH COUPLING tI'NNDE COVEPINO AT LEAST TWO FIALL COPBUEA'DOMS ON EACH END CF tHE F PE CASEEED SOIL-TIGHT COUPLING BAND CONNECTIONS SHALL INCORPORATE A CLOSFD-CEI.L SNTHPTIC EXPANDED RUBBER GASKET 1/EBTINO THE REQUIREMENTS OF ASTM D1056 GRADE 2A2.. GASKETS WHEN ARPI IADLE, SHALL BE INSTALLED B THE P1[ MANuFACTuRER. CUSTOMER DATE P ITT IN C S EIT'HNGS SHALL CONFORM TO ASTM F2305 AND MEET JOINT PEREDIEMANCE INDICATED ABOVE FOR F TTINSS CCNNECIIONS CUSTOM FIFRNGS ARE AVA LAD L AND rJA RLCJUIRE SPECIAL INSTALLATION CRITERION. NS ALL ATIDI INSTALLATION SHALL FE IN ACCORDANCE WITH ASTM D2E21 AND ADS ELGO IMENDLO INSTRI lATION GUIDEUNUS, Wri H TI F EXTEPTIOFI THAI (A NIMUK) CO/ER IN NON—TRAFFIC AREAS FOR 12-CD INCH 025-1500 mm) DIAMETERS SHALL DL 1 VT 10 3 m) MINIMUM COVER IN TRAILICKED AREAS FOR 1205 INCH (300503 mm) DIAMETERS SHALL BE I FT (03 m) AND FOR 1280 INCH (1000 1500 mm) DIAMETERS. THE MIN!MUM COVER SHALL BE 2 FT )0.E rn) BACKFILL DFIAI L CONSIST OF CLASS I (COMPACTED) OR CLASS 11 (MINIMUM SM" BED) Mt IL REAL WITH FHE EXCEPTION THAT 50 INCH )1515 mm) SYSTEMS SHALL USE CLASS I MATERIAL ONLY, MINIMUM COVER HEIGHTS DO NOT ACCOUNT FOR PIPE BUOYANCY, R EFER TOnES TECHNICAL NOTE 525 PIPE 1-LOTAT ON' FOR FELIQYANCY DFSICNCONSIDLRATIONB, MAXIMUM COWER OVER ';YS If V USING SEANOAR') BACKFILL IS 5 FT 12d m). CONIAOTA REPRESENTATIVE WHEN MAXIMUM FILL I lB GHT MAY BE EXCEEDED. ADDITIONAL INS TALLATION REQUIREMENTS ARE PEG 11060 IN THE DRAINAGE HNEFiOLS( EFOT1ON P DETENTICNItETENTION", ADS RECOMMENDS THE USE OF FLEXSTOFM CATCH IT' INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT [HE SUBSURFACE 51ORMVVATEIR MANAG'WENT SYSIEM FROM CONSTRUCT ON SITE RUNOFF. '" ><L) 0t .CO EI EL Ccl) 0O - 0 0 (N CO .12 0 o C 2 '0 L115 00 U) CI 2: LO 8) R .2 0 Co '-(N E.c2 0 20 < 0 E 00 COO (n V) 'U C) c: '0t -< COO 'iS o j.4 0)0 C 'C <C 0 0 00 48" PIPE STICK SOLID W/48" INTERNAL WEIR PLATE W/(3) GUSSETS *SEE ORIFICE DETAIL NO.1 ON SHEET 11, DETAIL A-2 CL 432" (INV-INV) ADDITIONAL INFORMATION ON ORIFICE PLATE. 30411 (INV-CEN) FULL STICK 23.2" (INV-CEN) (NO SPIGOT) 045" VVTIB a 15.5 (INV-CEN) PLAIN ON SHEET 12 AND PROJECT SWQMP REPORT FOR END*BELL < 1; 411 2 I" ci UI ULM .=, < 0 02-114" 311 'U 03-1/4" 13" ITEM #; 1 Zt 2811 -10- 048" INTERNAL WEIR W/ (3) " X 3" GUSSETS CITY, I WELD VENT TUBES SHUT PRIOR TO SHIPPING STICK-1 48" PIPE STICK; SOLID W/ 48" REINFORCED WELDED END PLATE W/8" STUB 9.8" __________________ FULL STICK h (NO SPIGOT) 'Un 048" WTIB BELL iT- ZIN /7 7/ p z 'IC 048" REf NEORCED WELDED END PLATE WI 08" HDPE STUB 6.1 ITEM t 2 (EEC HIGH) OTY: I STICK-2 W i z 3 120.5" ' REINFO 018" HOPE STUB do ______ (LEO LOW) 110.1" 048" REINFORCED WELDED ______ END PLATE s o 89.1" in m _T 111r., nf/- nl. <= 1E 0 048' WTIE3 EE 16" ///,/ / SPIGOT UJ I- o L -mmunij 048" REINFORCED 16" WELDED 018" HDPE STUB ITEM#: 3 11 LM fl,4 SHEET END PLATE QT 1 (ECC LOW) QTY: 1 3 OF 4 STICK-4 STICK-S _____________ I- 10 - - --., 01 CHECITESTLE CL ( EARTH Lu < I - C :.a 75 NCN-WOVEN uj THFR'ACPLASTIC GEOTEXTLF L I'JER AFI'UIJI.AR —'/ - OVEELLAP ON TOE SEVERAL 0 STCNE,/ INONtS TO ANCHOR ,. THERMOPLASTIC LINER DETAIL a / A. __________________________ FINAL FILL lUSTER AL ERIC NIIfIALLP,T 10N ) / ' i-LAYER OF ADS , CLASS 1111 MATERIAL. ICATIONS) TrA WI DESCRIBED BELOW, H GEOSYNTHETSAS (FLEX PVMT) (RIGID PVMT) (GRASS AREA) N BETWEEN FILL AND /1 PIPE SECTION H 1 LAYEROFACSGEDLYNTHFYICS NON-WOVEN DEOFEXTII.E ALL ,, ' '1 7 ' / / 1 UNDISTURBED DETAIL A-AON SHEET 7 — AR I'S) CLEAN, OHUSHLO, ANGULAR STONE IN A8 N LAYERS, BOEH, -.. ' ,' 4$. - ' EARTH OF PRECISE GRADING Ns "101 CL I 001 M P1 A", TIC LINER "'1 E1ORM1EP H s TECH SLEET 42 1 /1 1 1 \\ I PLANS FOR HEIGHT OF 15 FOR NOII-WQVENVAEIGIITRSCCS1MENDATOIUS. TOR AND SIDESONLY. -' " ' / COVER TO PAVEMENT 0 LINER SHALL BE IMPERMEABLE • "'"4,O" - *SEE PIPESECTION DETAIL NO. 4 ON SHEET 10 FOR ADDITIONAL _J SECTION If LU z DETENTION PIPE BACKFILL SPECIFICATIONS Lii CLASS I OR) MATERIAL -"s"' L........... C (CLASS I OP 11 MATERIAL) I Z 0 PLACED AND COMPACTED IN I / - (152 mm(N1IN, FOR 48(1200 mm) PIPE ' H 15 (N ACCORDANCIW ___ LTH SUITABLE O Lu ASTM 02321 IN PIPE. ZONE FOUNDATION 7 N — Lii F- RD — 0 0) .- > ('I l LL I IOI W L.LJ o I H UJ *MAXIMUM EEL HEIGHTS OVER MANIFOLD FITTINES CONTACT MANUFACTURERS REPRESENTATIVE FE P. UJ INSTALLATION CONSIDERA'[IOIIS WHEN COVER EXCEEDS S FT (2A m). -..j 0 << C/) LO NOTEL5: C) Z LO 04 1. ALL REFERENCES TOCLASSIORII MATERIAL ARE PER ASTMC2321 S c2,pJ'R. SUITABLE MATERIAL SHALL BE CLASS lOP, II.THE 0 < STANDARD PRACTICE FOR UNDEPOPOUI1D INSTALLATION OF CONES-ACTOR SHAI I. PROV DL DOCUMENTATION FOR MATER IM .. 0 LU THERMOPLASTIC PIPE FORSEWERS RNDOTHEPGFEAVlTY FLOW SPECIFICATION 10 ENGINEER LIJLESSOT1IERMI SI' NOTED BY THE APPLICATIONS", LATEST EDITION ENGINEEP MINIMUM BEDDING THICKNESS SHALL BE '1' (102 pm) FOR 3 0: 4"-21' (100 CCL 11 fl): 1152 mm) FOR SC CU' 750-1005 mm) S 2 ALL RETENTION AND DETENTION SYSTEMS SHALL HE INSTALLED IN ACCORDANCE WITH ASTM 117371, LATEST EDITION CUD THE 7 IN ITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I OR I N MANUFACTURERS PUBLISH El) INSTALLATION CIJIDECII,SS THE PIPE ZONE EXTENDING NOT LESS TI AU 61152 mm) ABOVE CROWN OF f'I'E THE CONTRACTOR EHA - - PROVIDE, 3, MEASURES SHOULD BE TAI(ENTO PREVENT TIlE MIGRATION OF DOCUMENTATION I-OR (AATERIRL SPECIFICATION TO ENFIlNEER N N >- NATIVE FINES INTO THE BACKFILL MATERIAL, WHEN ISECULP.ED. MATERIAL SH U,LI, BE 11/STALLED AS REQUIRED IN ASEM 023 1,LO 12 . SEE 00TH 02321 LATEST EDITION 4 EILTLRIALRlC: AC UTFXTIII FABRIC MAY BE LEFD AS SPFCIEIEO 5, COVER MINIMUM CO/ER OVER ALL RElENT CN'DEENTION BY TI-IF ENCI NICER TO PREVENT THEM ORATION Or FINES FROM SYSTEMS IN NON-TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE THE NATIVE SOIL INTO TI- F SELECT BACKOLL MATERIAL AREAS F 13 17 (155 mm) FF/Oi,1 TOP CF PIPE TO GROUNDSURFACE X 13, ADD TONAL COVER MAY SE FEOU RED TO F'F-IEVENT rLOAT\TION, TB 5, FOUNDATION. WHERE THE BOTTOMS UNSTABLE, TI-IS FOR TRAFFIC APPLICATIONS, MINIMUM COVER IF 112'(305mm) LAP TO CONTRACTOR SHALL EXCAVATE TO A DEPTH REOJIRED El' THE SW(00 nrr M C AETEF PIPE AND 2,1"(610 mm) OF COVER FOR 4 110" ENGINEER AND REPLACE WITH SUITABLE MVTRIALAS SPECIFIED- (2000-1500 om) DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BY THE ENS 1/FUR AS AN ALTERNATIVE AND AT THE 0 SCRFTION OF BOTTOM OF FLEXIBLE PAVEMENT OR, TO TOP EL RIGID PAVEMENT. THE ER E DES ON ENGINE, THE TRENCH 5012CM MAY LIE STAb USED MAY11 1DM TILL HEIGHT LiMITED TO S T 12.4 ri) OVR PITT NC-S FOR USING A GEOTEXTILE MATERIAL, STANDI m0 1NISTA,LLATIONS CONTACT A SALES REPPESN7AT1I/E N WHEN MAXIMUM FILL I-EICITES EXCEEDS FT (2 4 r,) FOR INSTALLATION CONSIDERATIONS. SHFFT CD CD N N A A N LO - -- 0 CD OF'F I— cn 00 C'I (I) Q a NOMINAL DIAMETER NOMINAL 00 STANDARD 5FACING 'C' TYPICAL SIDE WALL 'X' MIN. H (NON-TRIAPE C' MIN, H (TRAFFIC) MAX H 45" M' T 12' 12" 24 8' (1200 1 ml (1372 rim) (159 mffij (400 mr) (7) 06 mm) 510 mm) 12.4 Cl UNDERGROUND SERVICE ALERT rn I Call: TOLL FREE 1-800-422-4133 KNOW WHAT'S BELOW. CALL BEFORE YOU DIG. TWO WORKING DAYS BEFORE YOU DIG ENGINEERS NOTE TO CONTRACTOR: THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES, PIPES, AND/OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL ASCERTAIN THE TRUE VERTICAL AND HORIZONTAL LOCATION OF THOSE UNDERGROUND UTILITIES TO BE USED AND SHALL BE RESPONSIBLE FOR ANY DAMAGE TO ANY PUBLIC OR PRIVATE UTILITIES, SHOWN OR NOT SHOWN HEREON. IF THE CONTRACTOR ENCOUNTERS ANY DISCREPANCIES, CONFLICTS OR AREAS WHICH HE FEELS UNWORKABLE, HE SHALL NOTIFY THE GRADING ENGINEER IMMEDIATELY PRIOR TO CONTINUING OR DEVIATING FROM THIS PLAN. UNAUTHORIZED CHANGES & USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE IMN GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL U :wjS2wZ 00000) 4 OF 5 U SDP 2019-0009 PROJECT INFORMATION ENGINEERED TRAVIS ANIONISSEN PRODUCT E49-237-18€6 MANAGER: TRAM S ANTON SSENADS-PIPE.GOM ALLAN WARORICK ADS SALES REP: /60A330-074 AL LANWARRICK@ADSPIPE.COM PROJECT NO: I S 15957 ADVANCED DRAINAGE SYSTEMS, INC. 2051 F_"_`oAL0`-MAR AIRPORT RD (BMP—B2) CARLSBAD, CA C') z 0 (') Z Qj F- 0 0 C/) Ui a ADS !ETE. TO!DETETON PE SYSiTi S 77:CflCtLTU) NOTES 1) ALL ELEVATIONS 0 HENS ONS AND LOCATIONS OF EFSES INLETS AND OUTLETS SHALL BE VERIFIED BY THE ENGINEER PRIOR TO RELEASING FOR FABRICATION. THIS SPECIFICATION DESCRIBES ADS FETENTIONFDETENTIO PIPL SYSTF_Pvll> FOR UIE IN NON PREUPE C RAVITY r V 1,;T,TRNIIVIATER COLLECTION SYSTEMS UTILIENG A CONTINUOUS OUTFALL STRUCTURE, 21 IN SITUATIONS WHERE A FIYEGRAFNED BACKFILL MATERIAL IS USED ADJACENT TO THE PIPE SYSTEM. AND ESPECIAl LV INVOLVING GROUND WATER CONDITIONS, CONSIOEPATFON SHOULD -1"E I P REGIVEN TO ThE USE OF GASKETED PPE JOINTS AT THE VERY LEPST THE PIPE JOINTS SHOULD ADS HFTENTIOrWDETENTION NTTLF IN MA ( UTE ISO AN fl THL MRIOUS PIPE PRODUCTS RELGS BE WPPED IN N SLIITALE NON WOVEN GEOTEXTftE FABRIC TO EVPN [NT INFILTRATION OF N-12' P015 PIPE (PER AASHTO1 SW LLMLET MSHTC M 294 TYPES OR ASTM F-23C45 PINES INTO THE RIPE S STEN N12 WIFE PIPE (PER ASTM F2545) SHALL MEET AS TM F2S8 N 12 MEGA GREEN WIPE SHALL 1FFUTASTM fl4V 3) CONSIDERATION FOR CONSTRUCTION EQUIPMENT LOADS MUST FE TAKEN INTO ACCOUNT— ALL PRODUCTS SHALL HAVE A SMOOTH INTERIOR AND ANNULAR EXTERIOR COI1RUCATIOFTS. ALL 515 PIPE PRODUCTS APE AVAILAFLE AS Cr01 LCD OR HON PEPEORA1 LD P TIE PIPE PRODUCTS ARE CIII N AVJL EEL LAS NON PERF0ATCD PRODUI F PECIEIc. PIPE SPLOIHEATIONS Ap,E ALL PRE DIMENCIONS ARE SUBJECT TO MANUFACTURERS TOLERANCES AVAILABLE IN THE DRAINAGE HAN0000K SECTION 1 SPECIFICATFON01. 5) ALL RISERS TOBE FIELD EXTENDED OR TRIMMED TO FINAL ORADE JOINT P[F1FORMANCE Ff.ATEP.TIGHT (V/TIB(: PIlE PIPE RHAF F BE JOINED OSING A SELL AND SPIGOT JOINT THE JOINT SHAD- HE FATERTICHT A000RDINT TO THE REQUIREMENTS OF AETH D3212,HE G SKETS SEAl I N CF I THE P-OPJIRE JFNFS OF A.TM F477 12 [5 IN H (300 1 01 mm)l OlAF TI R EPA L HA VII A NELL REINFORCED ED) MITI I A POLO MER UN BYAPP0 T UNDERSIGNED N 10 EU HER APPROVES THE ATTACHED PAGES COMPOSITE RAND THE FELL TOLERANCE DEUli F SHALL HP I ISTRI LEE BY THE It' NUFACTUPPR PEE AND FITTING CONNECTIONS SHALL BE WITH A SELL AND SPIGOT CONNECTION UTILIZING A SPUN-ON OR WELDED BELL AND VALLEY OR SADDLE G'WKET THE JOINT SHALL E1E[TTHE NATERTIGH1 RECIJIREI 1ENTS OF ART lID 2 END GASIKETS RH! I F IETTHE REQUIREMENTO OF ARTM [4/7 CUSTOMER DATE DETENTION SYSTEMS ARE SUBJECT TO GREATER LEAKAGE THAN TYPICAL SFFJGLE RUN STORM SEWER APPLICATIONS AND THEREFORE ARE NOT APPROPRIATE FOR APPLICATIONS REQUIRING LONE-TERM FLUID CONTAINMENT OR HYOROSTATIC PRESSURE. FOR ADDITIONAL DETAILS REFER TO TECHNICAL NO FE 701 RAINWATER HARVESTING WITH HDPE PIPE C1STERI-ISF HI LIII 0 3 F ITT II- 101 SHALL CONFORM TO ASTM F2 MN AND MELt JO NT FURrOW lANCE INDICAILD ANnV FOP 1-ITEN G S C0 N N r_- CTI I )N S CUSTOI ¶ FITTINCE ARE AVAILABLE AND MAY REOUIRE SPECIAL INSTALLATION CRITERION, IN S LILA TIC N INS I tTICN 5010 I EF IN ACCCPDANTF WITH ARTM 02121 AND ADS PROOF IPLUIDED INSTALLATION GUIDELINES, WITH THE EXCEPTION THAT MINIMUM COVER IN NON TRAFFIC AREAS FOR 1251) INCH 1300-1500 mm) D1AMTE C SHELL FE 1 FT 11) 1 ni) FF101 1011 COVER IN TRAFFICKED AREAS POP 0 INCH (300-90) mrnl DIAMETERS SHALL FE 1 FT (1)3 ml AND FOP 42-60 INCH (10119-1500 mm) DIAFFFrERS 1)-A MIN HJFICOI'LP SHALL BE FT ION ml BACKFILl SHALL CONSIST OF CLASS I (COMPACTED) OR CLASS II (MINIMUM 95(1 SF0) MATERIAL, WITH THE EXCEPTION THAT 63 INLEt-I 1011) mm) SYSTEMS SI IRLL USE CLASS I MATERIAL ONLY, MINIMUM COVER HEIGHTS DO NCTACCOIJNT POLl PIPE EUQYANCY. REFER TOADS TECHNICAL NOTE 5.05 WIFE FLOTATION" FOR BUOYANCY DESIGN CONOFOERATFONS IHAZIMUM COVER OVER SYSTEM USING STANDARD EAGPFILL 138 FT (24 nO: CONTACTA REPRESENTATIVE WHEN MAXIMUM FILL HEIGHT MAY SE EXCEEDED ADDITIONAL INSTALLATION REOU1REMENTS ARE PROVIDED IN THE DRAINAGE HANDBOOK SECTION 6 TETENTIONFDETENTION". ADS RECOMMENDS THE USE OF FLE>STORM CATCH IF INSERTS DLIGINC CON IF IC TIOL FOR API EM E01 10 PROTECT THE SUBSURFACE TQEMV TCR MAJ' CP, EXT SYSTEM Fl (10 CONSTRUCTION STE R'JNOI F BILL OF MATERIALS NOTES — — THE COFIPONENTS AND QUANTITIES LISTED HEREIN ARE NOT NJ ROD QE EO 10 BE A CIPROH[NSIVE MATERIAL LIS T 'no - ------ ' H EXTP A COMPOF [NF NOT hR FED HFFHN MAY EL NE[S ARY TO COMPLETE THE C ONJF OCT00 0 Thin STETnM THE SITE DESIGN BOO ER Ii J [NE/I ELE JATI IF S AND IF ILooBSoiR (500101 GRADINGT ENSURE - - . THE PIPE COVER REQUIREMENTS ACE MET. ITEM QTY. PART # DESCRIPTION MATERIAL VENDOR NOTE THE SITE 001 CN ENGI IER 'FIST BEDIM I'THF P0X1IIFEi C TNT FIFE TO THE RETAINING fI LL AND - I I STICK-I 148' )PE STICK: SOLID HDPE I ADS SEE DETAIL CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON THE RETAINING WALL'S INTEGRITY, 2 1 STICK -2 48 PIPE STICK _SCUD HDPE I ADS SEE DETAIL THE CITE OF SN )-NGINEER F VET FE VII N THEE) fl9 TO CrTHE FIFE TO THE EL CRC AND CQNIDEP - -------------_-- -- I -- - -------- El 1 80130] POSSIBLE SATURATED SOILS ON THE 00001 lNT0GRIIY - 3 HSP STICK Pf. H LP ___.._ STLIB SIZES AND INVERTS TO DE VERIFIED BY THE SITE DESIGN ENGINEER PRIOR TO FABRICATION. 0 cc u C I_TSLENGINEER ADS OPOTEXTILE FABRIC AIFIEDI_ADS _AS_NEEDED NOT FOR CONST1UCTON III A000T 15 EDR flIIENEIDIiAI F P,°E5 C)NLYTO010 n ft LU 0101 THE FE FIlE AI1)P0 I- LOMB C AN oF H F PO 1SF -4 Iv 10 P LI 1- S (1-41 Ii] IC' z oil H p 0 nA CLI .- .._. - 700 - 13 E CLIVATION LIN1,1TS (1 (P1 H Ar 1< - I-OS GFOTr1T]LF APRIC N SERVICING C LEAFIOUT & JUNCTION / 1]F NO.011010EV E DESIGN O.01NEER,I cj H STRUCTURE prp PER DETAIL 1 ON SHEET 10 a. 16 (_) U A, NT SHEET 2 OF' - 48 T PIPE K SOLID "/4P INTERNAL WEIR PLATE (3) GUSSETS "SEEORIFICEDETAILNOIONSHEET1IDETAILB2 - - - STICK: . -' . ON SHEET 12 AND PROJECT SWQMP REPORT FOR 4 2" (Nv..lNv) -j ADDITIONAL INFORMATION ON ORIFICE PLATE. 30.1" (INV-CEM —.4 FULL STICK I I (NO SPIGOT) S (INJ\'-CLi') - - - PLAIN Q 0- 01-7!e --/ r-- -•-:. ITEM #; 1 048 INTERNAL WEIR W1 (3) 12" X 3" GUSSETS QTY, I I - "WELD VENT TUBES SHUT PRIOR TO SHIPPING STICK-1 - 4" PIPE STICK SOLID WI 48' REINFORCED WELDED END PLATE W/ EU STUD 111.5' - F- 9_61' 01 n Ell 013' VY lB SPIGOT IA il- _t_ --- 0 z CC -Co a DII) 00 0 0 N 00 0 o C 0 10 U) LL_- c L1 00 V)Ifl Lo - Co 00) -N E.2 0 C< 0 00 °O NE co c5 q OC 'O± II) o< 10 ±_ <.2 00 -- NC') a _0 - - 10 01 ADS HDPE TRENCH DETAIL FOR BMP B-2_ NTS CLASS II AGGREGATE BASE MATERIAL FINAL BAoKFILL IC) 24" MIN. COVER TO ,1!N. COVER TO AC PA\EIIENT II 0 I AC PAVEMENT, H +1 H25 LOADING ACTUAL 455' COVER PER PLAN j_6(o CLASS II AGGREGATE BASE MATERIAL MAUI- OH T / CLASS II AGGREGATE BASE MATERIAL 6 (153MM) FOR 48 PIPE FAN TRE CH WIDTH ' COMPACT TO 95% RELATIVE COMPACTION PER (SEE TABLE) SOILS. 80 OR 667 \\ 048' REINFORCED WELDED END PLATE W/ 08" HDPE STUB /tC'(' U!(DU En uJ'c ITEMA 2 04 QTY: I p STICK-2 Lii E a H' .0 L E w r —I-- r H >n4 ow L!i - ,- -I I)Di I TEi( H SHEET 30F4 ('4 mou us N . ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM 02211, STANDARD PRACTICE FOR - UFLDLRGFDIJND IN TALLATION OF TNERIIDPL8 S [IC P FE FOR OEViERS AND OTHER CRAV1T (FLOWAPPLICATIONS", c LU LATEST ADDITION 0. NIEALIURELI 5012000 BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES !NTE EAUKFILL MATERIAL, WHEN REQUIRED. N 0' 5 3, FLJUNEATiC01 WHERE FHE TRENCH BOTTOM IS UNSTABLE, THE COI-ITFIACFOR SHALL EXCAVATE TO A DEPTH 4 REQUIRED FY THE ENGINEER AND REPLACE WITH SL,FITAELEEIATERIAL AS SPECIFIED B-V THE ENGINEER. AS AN ci 7 ALTERNATIVE AND AT TI -FE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED USING & C) A OEOTr\TILE PATERNAL P 4. EDDING' SLIITAPLE MATERIAL St-FALL BE CLASS I, II OS II-. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR D_ 11 'TERLAL EToCIFICAT ION TO ENGINEER UNLESS OTHIRVV1XE DIED El THo ENGINEER H NI lUll BEDDING - THICKNESS SHALt, BE4(102m) FOR 4-24(100-000 nn4 6)153mm) FOR 3D-SO" (751)-900 mm). S IX S FNFT/LBACI FILL SUITABLE MATERIAL SHALL BE CLASS I II OR III IN THE FIFE ZONE EXTENDING NOT LESS THAN 61,I )15J nino( SF1105 CROWN OF PIPE, THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL - PEC HTATICNT'D ENGINEER HATERIAL 0IELL DL INSTALLED AS REGUIREDIN AST B I I LATEST LDITIDN IC C NIl FL II 100__015 111t-IIMU 100 ER H IN `,ICN-TWFFZ APPLICATIONS (CRASS OR LANDSCAPE AREAS) IS 12 DO n) FROM THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAYBE REO1JIRED TO PREVENT FLOATATION 0 II FOR TRAFFIC APPLICATIONS, MINIMUM COVER H, IS 12 305 m UP TO 48'(1200mm) DIAMETER PIPE AND 21 (61 11 rrm) . 4 DL COVER FOR SD' (151)11 mm) DIAMETER PIPE, MEASURED FROM TOP OF P]iE TO BOTTOM OF FLEXIBLE PAVEMENT OR 1 . TO TOP OF RIGID PAVEMENT FOR TRATFIC APPI ICATIONS P/1TH LESS THA FOUR FEET OF COVER F IPEOF EN r Os F - THE PIPE SHALL BE 1,1S01(1 ONLY / CLASS F OF CLASS 11 BAG) FILL 44 51-IF FT OF UNDERGROUND SERVICE ALERT (rfl. I Call: TOLL FREE 1-800-422-4133 KNOW WHAT'S BELOW. CALL BEFORE YOU DIG TWO WORKING DAYS BEFORE YOU DIG U ATTACHMENT HYDROMODIFICATION REPORT PREPARED BY REC CONSULTANTS TECHNICAL MEMORANDUM: SWMM Modeling for Hydromodification Compliance of: 2051 Palomar Airport Rd, Carlsbad, CA Prepared For: STELLWAVE LLC. Prepared by: Luis Pa a, PhD, CPSWQ ToR, D.WRE. I R.C.E. 66377 %OESSIO RA I5 RCE 66377 rr rri *\? EXP 6/30/20 •7* cm REC Consultants 2442 Second Avenue San Diego, CA 92101 Telephone: (619) 232-9200 TECHNICAL MEMORANDUM TO: STEELWAVE LLC FROM: Luis Parra, PhD, PE, CPSWQ TaR, D.WRE. DATE: October 30, 2019. Revised: December 12, 2019. Modified: January 10, 2020. RE: Summary of SWMM Modeling for Hydromodification Compliance for 2051 Palomar Airport Rd, Carlsbad, CA. INTRODUCTION This memorandum summarizes the approach used to model the proposed commercial site in the City of Carlsbad using the Environmental Protection Agency (EPA) Storm Water Management Model 5.0 (SWMM). SWMM models were prepared for the pre and post-developed conditions at the site in order to determine if the proposed HMP facility has sufficient volume to meet Order 119-2013-001 requirements of the California Regional Water Quality Control Board San Diego Region (SDRWQCB), as explained in the Final Hydromodification Management Plan (HMP), dated March 2011, prepared for the County of San Diego by Brown and Caldwell. SWMM MODEL DEVELOPMENT The 2051 Palomar Airport Rd project site consists of a modification on a parking lot on an existing development, where additional parking spots will be built. Two (2) SWMM models were prepared for this study: the first for the pre-developed and the second for the post-developed conditions. The project site drains directly to two (2) Points of Compliance (POCs): one at Carte del Nogal (discharge to the SW and then captured by an inlet) and another at Palomar Airport Rd (discharge to the NW, and water flowing along Palomar and then captured by a street curb opening). Both discharges do not confluence before reaching an erodible creek and therefore are different POCs. Per Section G1.2 in Appendix G of the 2016 City of Carlsbad BMP Design Manual, the EPA SWMM model was used to perform the continuous hydrologic simulation. For both SWMM 1models, flow duration curves were prepared to determine if the proposed HMP facility is sufficient to meet the current HMP requirements. The inputs required to develop SWMM models include rainfall, watershed characteristics, and BMP configurations. The Oceanside Gage from the Project Clean Water website was used for this study, since it is the most representative of the project site precipitation due to elevation and proximity to the project site. The closest gauge to the site is the Oceanside gage and it will be used for this project. Per the California Irrigation Management Information System "Reference Evaporation Zones" (CIMIS ETo Zone Map), the project site is located within the Zone 4 Evapotranspiration Area. Thus evapotranspiration vales for the site were modeled using Zone 4 average monthly values from Table G.1-1 from the 2016 BMP Design Manual. Per the site specific USDA Soil Map included in Appendix 8 the project site is situated upon Class D soils. Soils have been assumed to be compacted in the existing condition to represent the 2051 Palomar Airport Rd HMP Memo October 30, 2019. Revised: December 12, 2019. Modified: January 10, 2020 current developed graded condition of the site, and also will be fully compacted in the post developed conditions. Other SWMM inputs for the subareas are discussed in the appendices to this document, where the selection of parameters is explained in detail. HMP MODELING PRE DEVELOPED CONDITIONS In current existing conditions, runoff from the natural site discharges via overland flow or existing pipes to one of the 2 POCs (POC-1 = Corte del Nogal, POC-2 = Palomar Airport Rd). Table 1 below illustrates the POC pre-developed areas tributary and impervious percentage accordingly. TABLE 1—SUMMARY OF PRE-DEVELOPED CONDITIONS POC DMA Tributary Area, A (Ac) Impervious %, Ip'1 POC-1 Al 0.1771 0% A2 1.0253 100% A3 0.1058 0% A4 0.0112 0% AS 0.0681 0% A6 0.0613 0% A7 0.0686 0% POC-2 Bl 0.0868 0% B2 0.7284 0% 133 0.1358 0% TOTAL - 2.4684 41.54% Special Impervious Area Considerations Specific of the 2051 Palomar Airport Rd Project For this project it is worth discussing the specific considerations of the impervious areas in both pre- development and post-development conditions. The project includes 10 areas of Analysis, 7 to POC-1 (Corte del Nogal) and three to POC-2 (Palomar Airport Road). In regards to the POC-1 areas, one of them (A2) corresponds to area that is discharging to the underground system but it is not part of the project. In other words, the imperviousness of that area A2 will be considered in the HMP model (pre and post- conditions) because it is both an area that does not belong to the project but does belong to the contributing area of the BMP used for HMP control and consequently cannot be physically separated from A1, part of the project but embedded on A2 (See exhibits). All other areas (A3 to A7) are not draining to the underground system but are included as 100% pervious in the SWMM model because they are part of the project, so A2 will be compensating from the hydromodification point of iiew the increase in impervious areas of A3 to A7. A similar situation occurs at POC-2: 131 is embedded on B2 (which is not part of the project) and the impervious portion of B2 will be included in the pre-development conditions as it drains to the HMP facility. 133, not draining to the HMP BMP, will be compensated by 132. In summary, the sub-areas of the project will be 100% pervious as required (A1, A3, A4, As, A5, A7, 131, 133). The sub-areas that do not belong to the project and that will not be graded but that cannot be separated from the contributing area of the HMP underground BMPs will include their impervious portion in both pre and post-development conditions (A2 and 132). 2 W.0.7070-01 2051 Palomar Airport Rd HMP Memo October 30, 2019. Revised: December 12, 2019. Modified: January 10, 2020 DEVELOPED CONDITIONS In developed conditions, runoff from the project site is drained to two (2) underground horizontal-pipe hydromodification BMPs. Once flows are routed via the proposed BMPs, onsite flows are then discharged to either Corte del Nogal (POC-1) or Palomar Airport Rd (POC-2). Table 2 summarizes the post-developed area and impervious percentage accordingly. TABLE 2— SUMMARY OF POST-DEVELOPED CONDITIONS POC DMA Tributary Area, A (Ac) Impervious Percentage, 11p POC-1 Al 0.1771 81.3% A2 1.0253 100% A3 0.1058 68.6% A4 0.0112 69% AS 0.0681 66% A6 0.0613 56.6% A7 0.0686 67.5% POC-2 Bi 0.0868 89.5% 132 0.7284 95.5% 133 0.1358 56% TOTAL -- 2.4684 90.13% Two (2) horizontal pipe systems both with a diameter of 4 ft will be located within the project site to mitigate for hydromodification conditions. The first will be 150 ft long (POC-1) and perforated,. embedded in a gravel layer and able to infiltrate because of its location, and the second 70 ft long (POC- 2), with no gravel layer and no infiltration (pipe itself). In developed conditions, each will have a complex outlet structure with 4 orifices and a small weir (see dimensions in Table 3). Flows will then discharge from the underground systems (horizontal pipes) in a controlled manner to match existing conditions at each POC. Per the site specific soil D conditions and compacted soils, no infiltration was initially recommended. As such, pipe 2 will detain the flows with no infiltration. However, infiltration measurements indicated that pipe 1 has some infiltration capacity and the bottom of it is located at an elevation that does not possess geotechnical risk. Therefore, pipe 1 system will include infiltration. The horizontal pipes were modeled as basins each with a specific outlet structure. See Table 3 and Appendix 5 for further details. It should be noted that detailed outlet structure location and elevations will be shown on the construction plans based on the recommendations of this study. In regards to water quality, the second underground systems will not address any water quality issue, only volumetric issues tied to hydromodification compliance. Water quality will be tied to Modular Wetlands or similar systems discussed in the SWQMP for such case. However, pipe 1 will have a deep layer of gravel that can hold volume equivalent to the DCV of Al, A3, A4 and AS. Therefore, it will help in terms of WQ compliance. Please refer to the SWQMP for further details. 3 W.0.7070-01 2051 Palomar Airport Rd HMP Memo October 30, 2019. Revised: December 12, 2019. Modified: January 10, 2020 BMP MODELING FOR HMP PURPOSES Modeling of HMP Horizontal Pipes The HMP BMPs represented by the horizontal pipes will be modeled with the SWMM storage unit subroutine such that the volume at a given elevation calculated with the incremental volume formula AVi = '/h(Aj+AL.l) is always satisfied, so the area at each elevation of the pipe is set up in such a way. In addition, the discharge is tied to the orifice equation at different levels plus the weir equation for the upper discharge, and is included as an Outlet table in SWMM. Table 3 illustrates the dimensions required for HMP compliance according to the SWMM model that was undertaken for the project. TABLE 3— SUMMARY OF OUTLET STRUCTURES FOR UNDERGROUND HORIZONTAL PIPES DIMENSIONS I & D of D (in) D (in) Elev. D (in) Elev. D (in) Elev. Weir Elev. BMP pipe (ft) Orif 1 Orif 2 Orif 2 Orif 3 Orif 3 Orif 4 Orif 4 width (in) Weir Pipe 1 = 150, 4 1-/4 2h/4 1.20 3-/4 1.80 31/4 2.40 4 3.60 Und. A Pipe 2 = 70,4 1 /2 1 /8 1.20 2-/8 1.80 2-/8 2.40 4 3.60 Und._B Note: Orifice 1 has an Invert elevation of 0.00 ft (bottom of pipe). See details of outlet structure in Appendix 5 Considerations of the Geometry of Pipe 1 and Pipe 2 Systems Pipe 1: This system is composed of 2 horizontal pipes, perforated, 75 ft each, embedded in a gravel layer as shown in Sketch 1, able to infiltrate and to discharge runoff once the water reaches the invert of the corresponding outlet structure described in Table 3. Infiltration will occur with a rate of 0.1633 in/hr (which is represented in the SWMM model by the value 0.1633/0.4 = 0.4083 in/hr, the reason being because of the reduction of the infiltration area in the area vs elevation curve when multiplying the area by the porosity of 0.4 to account for effective available volume). Pipe 2: This system is composed of a single horizontal pipe, not perforated, 70 ft long, connected to the drainage system (see plans), where the water will not infiltrate and will be discharged in a controlled manner by the outlet structure described in Table 3. ) (L_ J I #10 e? (3 t4 àff.44 oAs Js4 (operforn) Sketch 1: Section of Pipe 1 - Underground System A. 4 w.0.7070-01 2051 Palomar Airport Rd HMP Memo October 30, 2019. Revised: December 12, 2019. Modified: January 10, 2020 FLOW DURATION CURVE COMPARISON The Flow Duration Curve (FDC) for each POC of the site was compared at each POC by exporting the hourly runoff time series results from SWMM to a spreadsheet. Q2 and Q10 were determined with a partial duration statistical analysis of the runoff time series in an Excel spreadsheet using the Cunnane plotting position method (which is the preferred plotting methodology in the HMP Permit). As the SWMM Model includes a statistical analysis based on the Weibull Plotting Position Method, the Weibull Method was also used within the spreadsheet to ensure that the results were similar to those obtained by the SWMM Model. The range between 10% of 0.2 and Q10 was divided into 100 equal time intervals; the number of hours that each flow rate was exceeded was counted from the hourly series. Additionally, the intermediate peaks with a return period "i" were obtained (Q. with i=3 to 9). For the purpose of the plot, the values were presented as percentage of time exceeded for each flow rate. FOC comparisons at each POC are illustrated in Figures 1 & 2 in both normal and logarithmic scale. Appendix 5 provides a detailed drainage exhibit for the post-developed condition. As can be seen in Figures 1 and 2, the FDCs for the proposed condition with the underground BMP (horizontal pipes) is within 110% of the curve for the existing condition in both peak flows and durations. The additional runoff volume generated from developing the additional parking spots on site will be released to the existing point of discharge at a flow rate below the 10% 02 lower threshold for POC-1. Additionally, the project will also not increase peak flow rates between the 02 and the Ow, as shown in the peak flow tables in Appendix 1. Discussion of the Manning's coefficient (Pervious Areas) for Pre and Post-Development Conditions Typically the Manning's coefficient is selected as n = 0.10 for pervious areas and n = 0.012 for impervious areas. Due to the complexity of the model carried out in pre and post-development conditions, a more accurate value of the Manning's coefficient for pervious areas has been chosen. Taken into consideration the "Handouts on Supplemental Guidance - Handout #2: Manning's "n" Values for Overland Flow Using EPA SWMM V.5" by the County of San Diego (Reference [6]) a more accurate value of n = 0.05 has been selected (see Table 1 of Reference [6] included in Appendix 7). An average n value between pasture and shrubs and bushes (which is also the value of dense grass) has been selected per the reference cited, for light rain (<0.8 in/hr) as more than 99% of the rainfall has been measured with this intensity. LIII LTA I LTA TIT-ri This study has demonstrated that the proposed HMP BMP provided for the 2051 Palomar Airport Rd project site is sufficient to meet the current HMP criteria if the length, diameter and outlet structure of the underground horizontal pipes recommended within this technical memorandum are implemented, and the respective orifices and outlet structure are incorporated as specified within the proposed project site. 5 W.0.7070-01 2051 Palomar Airport Rd HMP Memo October 30, 2019. Revised: December 12, 2019. Modified: January 10, 2020 KEY ASSUMPTIONS 1. Type D Soils are representative of the existing condition site. Impervious areas for A2 and B2 are considered for pre-development conditions as both sub-areas are outside the project area, but their runoff cannot be excluded from the underground HMP BMPs. 3. Infiltration is included in Underground A, using the measured infiltration of 0.49 with a SF = 3 (infiltration = 0.1633 in/hr). The model will use a value of 0.1633/0.4 = 0.4083 in/hr (infiltration divided by porosity) because the area in the area vs elevation table has already being multiplied by the porosity for routing purposes. By dividing infiltration by porosity an equivalence is re- established (0.4083 in/r over an area of 0.4•A is equal to infiltration of 0.1633 in/hr over the real area A). 6 w.0.7070-01 2051 Palomar Airport Rd HMP Memo October 30, 2019. Revised: December 12, 2019. Modified: January 10, 2020 APPENDICES 02 to Q10 Comparison Tables FDC Plots (log and natural "x" scale) and Flow Duration Table. List of the "n" largest Peaks: Pre-Development and Post-Development Conditions Elevations vs. Discharge Curves to be used in SWMM Pre & Post Development Maps, Project plan and section sketches SWMM Input Data in Input Format (Existing and Proposed Models) SWMM Screens and Explanation of Significant Variables USDA Soil Type D Map Summary files from the SWMM Model REFERENCES - "Review and Analysis of San Diego County Hydromodification Management Plan (HMP): Assumptions, Criteria, Methods, & Modeling Tools - Prepared for the Cities of San Marcos, Oceanside & Vista", May 2012, TRW Engineering. - "Final Hydromodification Management Plan (HMP) prepared for the County of San Diego", March 2011, Brown and Caldwell. - Order 119-20013-001, California Regional Water Quality Control Board San Diego Region (SDRWQCB). - "Handbook of Hydrology", David R. Maidment, Editor in Chief. 1992, McGraw Hill. - "City of Carlsbad BMP Design Manual", February 2016. - "Improving Accuracy in Continuous Hydrologic Modeling: Guidance for Selecting Pervious Overland Flow Manning's n Values in the San Diego Region", 2016, TRW Engineering. 7 W.0.7070-01 2051 Palomar Airport Rd HMP Memo October 30, 2019. Revised: December 12, 2019. Modified: January 10, 2020 APPENDIX 1 OF HMP. Q2 to Q10 Comparison Table - POC 1 Return Period Existing Condition (cfs) Mitigated Condition (cfs) Reduction, Exist - Mitigated (cfs) 2-year 0.897 0.737 0.160 3-year 1.005 0.873 0.132 4-year 1.049 0.938 0.111 5-year 1.089 0.983 0.106 6-year 1.125 1.046 0.079 7-year 1.143 1.057 0.085 8-year 1.187 1.096 0.091 9-year 1.273 1.168 0.105 10-year 1.413 1.235 0.178 Q to Qo Comparison Table - POC 2 Return Period Existing Condition (cfs) Mitigated Condition (cfs) Reduction, Exist - Mitigated (cfs) 2-year 0.564 0.557 0.007 3-year 0.634 0.630 0.004 4-year 0.659 0.652 0.007 5-year 0.684 0.673 0.010 6-year 0.708 0.704 0.004 7-year 0.717 0.709 0.008 8-year 0.746 0.737 0.008 9-year 0.800 0.797 0.003 10-year 0.888 0.893 -0.005 10 W.0.7070-01 APPENDIX 2 OF HMP FLOW DURATION CURVE ANALYSIS 1) Flow duration curve shall not exceed the existing conditions by more than 10%, neither in peak flow nor duration. The figures on the following pages illustrate that the flow duration curve in post-development conditions after the proposed BMP is below the existing flow duration curve. The flow duration curve table following the curve shows that if the interval 0.10Q - Q10 is divided in 100 sub- intervals, then a) the post development divided by pre-development durations are never larger than 110% (the permit allows up to 110%); and b) there are no more than 10 intervals in the range 101%-110% which would imply an excess over 10% of the length of the curve (the permit allows less than 10% of excesses measured as 101-110%). Consequently, the design passes the hydromodification test. It is important to note that the flow duration curve can be expressed in the "x" axis as percentage of time, hours per year, total number of hours, or any other similar time variable. As those variables only differ by a multiplying constant, their plot in logarithmic scale is going to look exactly the same, and compliance can be observed regardless of the variable selected. However, in order to satisfy the City of Carlsbad HMP example, % of time exceeded is the variable of choice in the flow duration curve. The selection of a logarithmic scale in lieu of the normal scale is preferred, as differences between the pre-development and post-development curves can be seen more clearly in the entire range of analysis. Both graphics are presented just to prove the difference. In terms of the "y" axis, the peak flow value is the variable of choice. As an additional analysis performed by REC, not only the range of analysis is clearly depicted (10% of Q2 to Q10) but also all intermediate flows are shown (Q, O., Q., Q5, Q, Q, Q8 and Q) in order to demonstrate compliance at any range Q - Q+,. It must be pointed out that one of the limitations of both the SWMM and SDHM models is that the intermediate analysis is not performed (to obtain Q from = 2 to 10). REC performed the analysis using the Cunnane Plotting position Method (the preferred method in the HMP permit) from the "n" largest independent peak flows obtained from the continuous time series. The largest "n" peak flows are attached in this appendix, as well as the values of 0 with a return period "i", from i=2 to 10. The Q values are also added into the flow-duration plot. ZulU 1t'i,ifl.T 'T 1.14 r.i'a I' 1tlI'11!IAk- sJs ILElE 'II) MENNINNIMMENNINIM 111111 a OEM________ S9IiIIIIIiJiiiIII IL!IIL 111111 -Existing IIIH1 111111 M ill =E0111111MUSS11111 -R.Iu1III Mi______________________ ME111111 ___ 111111 IIIIII IIIIII uuIuuIuIIIIuuIuuIHhuuIuuuIuuIuuIII IRI MINGH HINIGINNING IlIIIkkkI1I1I100IffhI1I1I1IIH Z'l.i I fl r.ii 4T'a 'T I I.I4 r.wa 'iuitir.iuiu ['E 'I') lx,) l -- _____•1_____ ___ sXlE Ilk 'WAlE : _________uuII 1I11I huh M'E Proposed - •) ________ : 111111 hullll hull.. huiulI hull. ____ EIIIIII IIIIEiI c"_ Uiiiii! - IIIh _- hull,, hull,, - uiiui _____ - - ___ __uulll_,_IIIIII5!WI hillil___111111___hillh uuuuIuIuuIiIi;;:!!lululflhllluuuuuuuuuuuuluuluuuuuluuulul Flow Duration Curve Data for 2051 Palomar - POC-1, City of Carlsbad, CA 02 = 0.90 cfs Fraction 10% 010 = 1.41 cfs Step = 0.0134 cfs Count= 499679 hours 57.00 years Interval Existing Condition Detention Optimized Pass or Fail? 0 (cfs) Hours > Q % time Hours>Q % time Post/Pre 1 0.090 3159 6.32E-01 1761 3.52E-01 56% Pass 2 0.103 1912 3.83E-01 1407 2.82E-01 74% Pass 3 0.116 1734 3.47E-01 1189 2.38E-01 69% Pass 4 0.130 1434 2.87E-01 1032 2.07E-01 72% Pass 5 0.143 1236 2.47E-01 897 1.80E-01 73% Pass 6 0.157 1162 2.33E-01 806 1.61E-01 69% Pass 7 0.170 1044 2.09E-01 728 1.46E-01 70% Pass 8 0.183 995 1.99E-01 660 1.32E-01 66% Pass 9 0.197 960 1.92E-01 581 1.16E-01 61% Pass 10 0.210 841 1.68E-01 511 1.02E-01 61% Pass 11 0.223 777 1.55E-01 450 9.01E-02 58% Pass 12 0.237 727 1.45E-01 407 8.15E-02 56% Pass 13 0.250 678 1.36E-01 363 7.26E-02 54% Pass 14 0.264 617 1.23E-01 330 6.60E-02 53% Pass 15 0.277 551 1.10E-01 299 5.98E-02 54% Pass 16 0.290 449 8.99E-02 271 5.42E-02 60% Pass 17 0.304 416 8.33E-02 243 4.86E-02 58% Pass 18 0.317 399 7.99E-02 223 4.46E-02 56% Pass 19 0.330 374 7.48E-02 210 4.20E-02 56% Pass 20 0.344 351 7.02E-02 199 3.98E-02 57% Pass 21 0.357 329 6.58E-02 184 3.68E-02 56% Pass 22 0.371 311 6.22E-02 175 3.50E-02 56% Pass 23 0.384 303 6.06E-02 164 3.28E-02 54% Pass 24 0.397 287 5.74E-02 156 3.12E-02 54% Pass 25 0.411 270 5.40E-02 151 3.02E-02 56% Pass 26 0.424 239 4.78E-02 141 2.82E-02 59% Pass 27 0.437 209 4.18E-02 129 2.58E-02 62% Pass 28 0.451 187 3.74E-02 119 2.38E-02 64% Pass 29 0.464 176 3.52E-02 109 2.18E-02 62% Pass 30 0.477 167 3.34E-02 106 2.12E-02 63% Pass 31 0.491 160 3.20E-02 100 2.00E-02 63% Pass 32 0.504 155 3.10E-02 95 1.90E-02 61% Pass 33 0.518 148 2.96E-02 86 1.72E-02 58% Pass 34 0.531 142 2.84E-02 77 1.54E-02 54% Pass 35 0.544 134 2.68E-02 69 1.38E-02 51% Pass 36 0.558 124 2.48E-02 63 1.26E-02 51% Pass 0 Interval ExistingCondition Detention Optimized Pass or Fail? Q (cfs) Hours > Q % time Hours>Q % time Post! Pre 37 0.571 115 2.30E-02 58 1.16E-02 50% Pass 38 0.584 102 2.04E-02 57 1.14E-02 56% Pass 39 0.598 79 1.58E-02 53 1.06E-02 67% Pass 40 0.611 78 1.56E-02 48 9.61E-03 62% Pass 41 0.625 77 1.54E-02 48 9.61E-03 62% Pass 42 0.638 76 1.52E-02 48 9.61E-03 63% Pass 43 0.651 72 1.44E-02 45 9.01E-03 63% Pass 44 0.665 72 144E-02 42 8.41E-03 58% Pass 45 0.678 70 1.40E-02 41 8.21E-03 59% Pass 46 0.691 68 1.36E-02 39 7.81E-03 57% Pass 47 0.705 63 1.26E-02 38 7.60E-03 60% Pass 48 0.718 57 1.14E-02 35 7.00E-03 61% Pass 49 0.732 53 1.06E-02 33 6.60E-03 62% Pass 50 0.745 49 9.81E-03 31 6.20E-03 63% Pass 51 0.758 48 9.61E-03 31 6.20E-03 65% Pass 52 0.772 46 9.21E-03 31 6.20E-03 67% Pass 53 0.785 45 9.01E-03 30 6.00E-03 67% Pass 54 0.798 42 8.41E-03 30 6.00E-03 71% Pass 55 0.812 42 8.41E-03 30 6.00E-03 71% Pass 56 0.825 41 8.21E-03 28 5.60E-03 68% Pass 57 0.838 40 8.01E-03 25 5.00E-03 63% Pass 58 0.852 38 7.60E-03 24 4.80E-03 63% Pass 59 0.865 38 7.60E-03 23 4.60E-03 61% Pass 60 0.879 37 7.40E-03 22 4.40E-03 59% Pass 61 0.892 33 6.60E-03 20 4.00E-03 61% Pass 62 0.905 27 5.40E-03 19 3.80E-03 70% Pass 63 0.919 27 5.40E-03 17 3.40E-03 63% Pass 64 0.932 27 5.40E-03 16 3.20E-03 59% Pass 65 0.945 26 5.20E-03 16 3.20E-03 62% Pass 66 0.959 24 4.80E-03 16 3.20E-03 67% Pass 67 0.972 24 4.80E-03 15 3.00E-03 63% Pass 68 0.986 23 4.60E-03 12 2.40E-03 52% Pass 69 0.999 22 4.40E-03 12 2.40E-03 55% Pass 70 1.012 22 4.40E-03 12 2.40E-03 55% Pass 71 1.026 20 4.00E-03 12 2.40E-03 60% Pass 72 1.039 19 3.80E-03 12 2.40E-03 63% Pass 73 1.052 14 2.80E-03 10 2.00E-03 71% Pass 74 1.066 14 2.80E-03 8 1.60E-03 57% Pass 75 1.079 12 2.40E-03 8 1.60E-03 67% Pass 76 1.093 11 2.20E-03 8 1.60E-03 73% Pass 77 1.106 11 2.20E-03 7 1.40E-03 64% Pass 78 1.119 10 2.00E-03 7 1.40E-03 70% Pass 79 1.133 8 1.60E-03 7 1.40E-03 88% Pass 80 1.146 8 1.60E-03 6 1.20E-03 75% Pass 81 1.159 7 1.40E-03 6 1.20E-03 86% Pass Interval ExistingCondition Detention Optimized Pass or Fail? Q (cfs) Hours > Q % time Hours>Q % time Post/Pre 82 1.173 7 1.40E-03 6 1.20E-03 86% Pass 83 1.186 7 1.40E-03 6 1.20E-03 86% Pass 84 1.200 7 1.40E-03 6 1.20E-03 86% Pass 85 1.213 7 1.40E-03 6 1.20E-03 86% Pass 86 1.226 6 1.20E-03 6 1.20E-03 100% Pass 87 1.240 6 1.20E-03 6 1.20E-03 100% Pass 88 1.253 6 1.20E-03 5 1.00E-03 83% Pass 89 1.266 6 1.20E-03 5 1.00E-03 83% Pass 90 1.280 6 1.20E-03 5 1.00E-03 83% Pass 91 1.293 6 1.20E-03 5 1.00E-03 83% Pass 92 1.306 6 1.20E-03 5 1.00E-03 83% Pass 93 1.320 6 1.20E-03 5 1.00E-03 83% Pass 94 1.333 6 1.20E-03' 5 1.00E-03 83% Pass 95 1.347 6 1.20E-03 5 1.00E-03 83% Pass 96 1.360 6 1.20E-03 5 1.00E-03 83% Pass 97 1.373 6 1.20E-03 5 1.00E-03 83% Pass 98 1.387 6 1.20E-03 5 1.00E-03 83% Pass 99 1.400 6 1.20E-03 5 1.00E-03 83% Pass 100 1.413 6 1.20E-03 5 1.00E-03 83(Y, Pass Peak Flows calculated with Cunnane Plotting Position Return Period (years) Pre-dev. 0 (cfs) Post-Dev. 0 (cfs) Reduction (cfs) 10 1.41 1.24 0.18 9 1.27 1.17 0.11 8 1.19 1.10 0.09 7 1.14 1.06 0.09 6 1.13 1.05 0.08 5 1.09 0.98 0.11 4 1.05 0.94 0.11 3 1.00 0.87 0.13 2 0.90 0.74 0.16 Flow Duration Curve Data for Palomar 2051 - POC-2, City of Carlsbad, CA 02 = 0.56 cfs Fraction 10% 010 = 0.89 cfs Step = 0.0084 cfs Count= 499679 hours 57.00 years Interval ExistingCondition Detention Optimized Pass or Fail? Q(cfs) Hours > Q % time Hours>Q % time Post/Pre 1 0.056 3227 6.46E-01 2861 5.73E-01 89% Pass 2 0.065 3039 6.08E-01 2075 4.15E-01 68% Pass 3 0.073 1819 3.64E-01 1662 3.33E-01 91% Pass 4 0.082 1592 3.19E-01 1500 3.00E-01 94% Pass 5 0.090 1281 2.56E-01 1338 2.68E-01 104% Pass 6 0.098 1203 2.41E-01 1199 2.40E-01 100% Pass 7 0.107 1113 2.23E-01 1097 2.20E-01 99% Pass 8 0.115 1017 2.04E-01 1023 2.05E-01 101% Pass 9 0.124 983 1.97E-01 936 1.87E-01 95% Pass 10 0.132 939 1.88E-01 844 1.69E-01 90% Pass 11 0.140 803 1.61E-01 756 1.51E-01 94% Pass 12 0.149 747 1.49E-01 691 1.38E-01 93% Pass 13 0.157 713 1.43E-01 610 1.22E-01 86% Pass 14 0.166 635 1.27E-01 533 1.07E-01 84% Pass 15 0.174 563 1.13E-01 495 9.91E-02 88% Pass 16 0.182 467 9.35E-02 456 9.13E-02 98% Pass 17 0.191 434 8.69E-02 396 7.93E-02 91% Pass 18 0.199 409 8.19E-02 378 7.56E-02 92% Pass 19 0.208 383 7.66E-02 362 7.24E-02 95% Pass 20 0.216 362 7.24E-02 343 6.86E-02 95% Pass 21 0.224 335 6.70E-02 322 6.44E-02 96% Pass 22 0.233 313 6.26E-02 304 6.08E-02 97% Pass 23 0.241 308 6.16E-02 285 5.70E-02 93% Pass 24 0.250 292 5.84E-02 275 5.50E-02 94% Pass 25 0.258 273 5.46E-02 257 5.14E-02 94% Pass 26 0.266 243 4.86E-02 240 4.80E-02 99% Pass 27 0.275 213 4.26E-02 220 4.40E-02 103% Pass 28 0.283 190 3.80E-02 192 3.84E-02 101% Pass 29 0.292 179 3.58E-02 183 3.66E-02 102% Pass 30 0.300 167 3.34E-02 174 3.48E-02 104% Pass 31 0.308 161 3.22E-02 165 3.30E-02 102% Pass 32 0.317 159 3.18E-02 154 3.08E-02 97% Pass 33 0.325 150 3.00E-02 150 3.00E-02 100% Pass 34 0.334 144 2.88E-02 140 2.80E-02 97% Pass 35 0.342 134 2.68E-02 127 2.54E-02 95% Pass 36 0.350 129 2.58E-02 124 2.48E-02 96% Pass 37 0.359 118 2.36E-02 106 2.12E-02 90% Pass Interval Existing Condition Detention Optimized Pass or Fail? Q (cfs) Hours > Q % time Hours>Q % time Post/Pre 38 0.367 106 2.12E-02 87 1.74E-02 82% Pass 39 0.376 80 1.60E-02 80 1.60E-02 100% Pass 40 0.384 78 1.56E-02 77 1.54E-02 99% Pass 41 0.392 77 1.54E-02 75 1.50E-02 97% Pass 42 0.401 76 1.52E-02 72 1.44E-02 95% Pass 43 0.409 72 1.44E-02 72 1.44E-02 100% Pass 44 0.418 72 1.44E-02 70 1.40E-02 97% Pass 45 0.426 70 1.40E-02 70 1.40E-02 100% Pass 46 0.434 69 1.38E-02 69 1.38E-02 100% Pass 47 0.443 64 1.28E-02 67 1.34E-02 105% Pass 48 0.451 58 1.16E-02 61 1.22E-02 105% Pass 49 0.460 54 1.08E-02 56 1.12E-02 104% Pass 50 0.468 49 9.81E-03 52 1.04E-02 106% Pass 51 0.476 48 9.61E-03 46 9.21E-03 96% Pass 52 0.485 46 9.21E-03 46 9.21E-03 100% Pass 53 0.493 45 9.01E-03 44 8.81E-03 98% Pass 54 0.502 43 8.61E-03 43 8.61E-03 100% Pass 55 0.510 42 8.41E-03 43 8.61E-03 102% Pass 56 0.518 42 8.41E-03 41 8.21E-03 98% Pass 57 0.527 40 8.01E-03 40 8.01E-03 100% Pass 58 0.535 39 7.81E-03 39 7.81E-03 100% Pass 59 0.544 38 7.60E-03 38 7.60E-03 100% Pass 60 0.552 38 7.60E-03 35 7.00E-03 92% Pass 61 0.560 34 6.80E-03 32 6.40E-03 94% Pass 62 0.569 27 5.40E-03 28 5.60E-03 104% Pass 63 0.577 27 5.40E-03 27 5.40E-03 100% Pass 64 0.586 27 5.40E-03 27 5.40E-03 100% Pass 65 0.594 26 5.20E-03 27 5.40E-03 104% Pass 66 0.602 25 5.00E-03 26 5.20E-03 104% Pass 67 0.611 24 4.80E-03 25 5.00E-03 104% Pass 68 0.619 23 4.60E-03 24 4.80E-03 104% Pass 69 0.628 23 4.60E-03 22 4.40E-03 96% Pass 70 0.636 22 4.40E-03 22 4.40E-03 100% Pass 71 0.644 20 4.00E-03 21 4.20E-03 105% Pass 72 0.653 19 3.80E-03 16 3.20E-03 84% Pass 73 0.661 14 2.80E-03 14 2.80E-03 100% Pass 74 0.670 14 2.80E-03 14 2.80E-03 100% Pass 75 0.678 12 2.40E-03 12 2.40E-03 100% Pass 76 0.686 11 2.20E-03 11 2.20E-03 100% Pass 77 0.695 11 2.20E-03 10 2.00E-03 91% Pass 78 0.703 10 2.00E-03 10 2.00E-03 100% Pass 79 0.712 8 1.60E-03 8 1.60E-03 100% Pass 80 0.720 8 1.60E-03 7 1.40E-03 88% Pass 81 0.728 7 1.40E-03 7 1.40E-03 100% Pass 82 0.737 7 1.40E-03 7 1.40E-03 100% Pass Interval ExistingCondition Detention Optimized Pass or Fail? Q (cfs) Hours > Q % time Hours>Q % time Post/Pre 83 0.745 7 1.40E-03 7 1.40E-03 100% Pass 84 0.754 7 1.40E-03 7 1.40E-03 100% Pass 85 0.762 7 1.40E-03 7 1.40E-03 100% Pass 86 0.771 7 1.40E-03 6 1.20E-03 86% Pass 87 0.779 6 1.20E-03 6 1.20E-03 100% Pass 88 0.787 6 1.20E-03 6 1.20E-03 100% Pass 89 0.796 6 1.20E-03 6 1.20E-03 100% Pass 90 0.804 6 1.20E-03 6 1.20E-03 100% Pass 91 0.813 6 1.20E-03 6 1.20E-03 100% Pass 92 0.821 6 1.20E-03 6 1.20E-03 100% Pass 93 0.829 6 1.20E-03 6 1.20E-03 100% Pass 94 0.838 6 1.20E-03 6 1.20E-03 100% Pass 95 0.846 6 1.20E-03 6 1.20E-03 100% Pass 96 0.855 6 1.20E-03 6 1.20E-03 100% Pass 97 0.863 6 1.20E-03 6 1.20E-03 100% Pass 98 0.871 6 1.20E-03 6 1.20E-03 100% Pass 99 0.880 6 1.20E-03 6 1.20E-03 100% Pass 100 0.888 6 1.20E-03 6 j 1.20E-03 100% Pass Peak Flows calculated with Cunnane Plotting Position Return Period (years) Pre-dev. ci (cfs) Post-Dev. Q (cfs) Reduction (cfs) 10 0.888 0.893 -0.005 9 0.800 0.797 0.003 8 0.746 0.737 0.008 7 0.717 0.709 0.008 6 0.708 0.704 0.004 5 0.684 0.673 0.010 4 0.659 0.652 0.007 3 0.634 0.630 0.004 2 0.564 0.557 0.007 APPENDIX 3 OF HMP List of the "n" Largest Peaks: Pre & Post-Developed Conditions Basic Probabilistic Equation: R = 1/P R: Return period (years). P: Probability of a flow to be equaled or exceeded any given year (dimensionless). Cunnane Equation: 1-0.4 n+0.2 Weibull Equation: i: Position of the peak whose probability is desired (sorted from large to small) n: number of years analyzed. Explanation of Variables for the Tables in this Attachment Peak: Refers to the peak flow at the date given, taken from the continuous simulation hourly results of the n year analyzed. Posit: If all peaks are sorted from large to small, the position of the peak in a sorting analysis is included under the variable Posit. Date: Date of the occurrence of the peak at the outlet from the continuous simulation Note: all peaks are not annual maxima; instead they are defined as event maxima, with a threshold to separate peaks of at least 12 hours. In other words, any peak P in a time series is defined as a value where dP/dt = 0, and the peak is the largest value in 25 hours (12 hours before, the hour of occurrence and 12 hours after the occurrence, so it. is in essence a daily peak). List of Peak events and Determination of Q2 and Q10 (Pre-Development) Palomar 2051 - POC-1 T (Year) Cunnane (cfs) Welbull (cfs) Peaks (cfs) Date Posit Period of Return (Years) 10 1.41 1.45 Weibull FCunnane 9 1.27 1.34 0.7007 11/7/1979 57 1.02 1.01 8 1.19 1.21 0.7012 2/8/1993 56 1.04 1.03 7 1.14 1.15 0.7052 2/22/2008 55 1.05 1.05 6 1.13 1.13 0.7056 8/17/1977 54 1.07 1.07 5 1.09 1.10 0.7157 12/24/1983 53 1.09 1.09 4 1.05 1.05 0.7265 3/19/1981 52 1.12 1.11 3 1.00 1.01 0.7299 1/16/1972 51 1.14 1.13 2 0.90 0.90 0.73 3/1/1991 50 1.16 1.15 Note: Cunnane is the preferred method by the HMP permit. 0.7341 3/15/1986 49 1.18 1.18 0.7358 2/12/1992 48 1.21 1.20 0.7372 2/15/1986 47 1.23 1.23 0.7399 1/29/1980 46 1.26 1.25 0.7477 1/16/1978 45 1.29 1.28 0.7675 1/6/2008 44 1.32 1.31 0.7697 3/11/1995 43 1.35 1.34 0.78 1/18/1993 42 1.38 1.38 0.7869 12/2/1961 41 1.41 1.41 0.7931 2/17/1998 40 1.45 1.44 0.7942 3/17/1963 39 1.49 1.48 0.8217 1/30/2007 38 1.53 1.52 0.8278 2/4/1994 37 1.57 1.56 0.8406 2/23/1998 36 1.61 1.61 0.849 12/22/1982 35 1.66 1.65 0.8768 4/28/2005 34 1.71 1.70 0.8804 10/20/2004 33 1.76 1.75 0.8847 2/27/1983 32 1.81 1.81 0.8856 11/22/1965 31 1.87 1.87 0.8917 2/16/1980 30 1.93 1.93 0.8971 1/27/2008 29 2.00 2.00 0.8979 2/3/1998 28 2.07 2.07 0.8993 2/10/1978 27 2.15 2.15 0.9 12/30/1991 26 2.23 2.23 0.9007 1/29/1983 25 2.32 2.33 0.9367 11/15/1952 24 2.42 2.42 0.954 12/19/1970 23 2.52 2.53 0.9565 2/27/1991 22 2.64 2.65 0.9738 2/18/1993 21 2.76 2.78 0.9953 11/11/1985 20 2.90 2.92 1.0132 4/1/1958 19 3.05 3.08 1.0167 3/2/1980 18 3.22 3.25 1.0369 1/16/1952 17 3.41 3.45 1.0439 3/1/1978 16 3.63 3.67 1.0485 3/17/1982 15 3.87 3.92 1.0514 2/20/1980 14 4.14 4.21 1.0776 2/18/2005 13 4.46 4.54 1.0842 1/14/1993 12 4.83 4.93 1.1135 10/29/2000 11 5.27 5.40 1.1248 10/27/2004 10 5.80 5.96 1.1317 2/25/1969 9 6.44 6.65 .1588 - 2/4/1958 8 7.25 7.53 .2259 2/25/2003 7 8.29 8.67 - 1.4436 1/4/1995 6 9.67 10.21 1.5028 1/15/1979 5 11.60 12.43 1.5737 9/23/1986 4 14.50 15.89 1.6359 10/1/1983 3 19.33 22.00 1.6589 1/4/1978 2 29.00 35.75 1.794 4/14/2003 1 58.00 95.33 List of Peak events and Determination of QZ and Q10 (Post-Development) Palomar 2051 - POC-1 T (Year) Cunnane (cfs) Weibull (cfs) Peaks 'cf ' ' Date Posit Period of Return (Years) 10 1.24 1.28 Weibull FCunnane 9 1.17 1.20 0.545 12/24/1988 57 1.02 1.01 8 1.10 1.12 0.546 3/11/1995 56 1.04 1.03 7 1.06 1.06 0.5505 3/1/1991 55 1.05 1.05 6 1.05 1.05 0.5547 11/18/1986 54 1.07 1.07 5 0.98 0.98 0.5595 3/15/1986 53 1.09 1.09 4 0.94 0.95 0.562 3/8/1968 52 1.12 1.11 3 0.87 0.87 0.5671 1/6/1979 51 1.14 1.13 2 0.74 0.74 0.5688 4/28/2005 50 1.16 1.15 Note: Cunnane is the preferred method by the HMP permit. 0.5785 9/5/1978 49 1.18 1.18 0.5849 2/14/1998 48 1.21 1.20 0.5893 2/27/1991 47 1.23 1.23 0.5976 2/8/1993 46 1.26 1.25 0.5989 12/2/1961 45 1.29 1.28 0.6017 2/18/1993 44 1.32 1.31 0.607 2/4/1994 43 1.35 1.34 0.6086 2/15/1986 42 1.38 1.38 0.6092 4/27/1960 41 1.41 1.41 0.638 3/17/1963 40 1.45 1.44 0.6407 1/6/2008 39 1.49 1.48 0.6544 1/27/2008 38 1.53 1.52 0.6546 1/29/1983 37 1.57 1.56 0.6733 10/20/2004 36 1.61 1.61 0.6789 2/16/1980 35 1.66 1.65 0.6818 2/22/2008 34 1.71 1.70 0.7018 1/16/1972 33 1.76 1.75 0.7156 2/17/1998 32 1.81 1.81 0.7246 8/17/1977 31 1.87 1.87 0.7296 1/16/1978 30 1.93 1.93 0.7373 1/29/1980 29 2.00 2.00 0.7406 2/27/1983 28 2.07 2.07 0.7754 2/23/1998 27 2.15 2.15 0.8142 11/22/1965 26 2.23 2.23 0.8261 12/30/1991 25 2.32 2.33 0.828 11/15/1952 24 2.42 2.42 0.8379 2/3/1998 23 2.52 2.53 0.8471 4/1/1958 22 2.64 2.65 0.8554 11/11/1985 21 2.76 2.78 0.8657 2/10/1978 20 2.90 2.92 0.8796 12/19/1970 19 3.05 3.08 0.8883 10/29/2000 18 3.22 3.25 0.9081 1/14/1993 17 3.41 3.45 0.9129 3/17/1982 16 3.63 3.67 0.9262 3/2/1980 15 3.87 3.92 0.967 1/16/1952 14 4.14 4.21 0.9777 3/1/1978 13 4.46 4.54 0.9828 2/18/2005 12 4.83 4.93 0.9843 2/20/1980 11 5.27 5.40 1.0459 10/27/2004 10 5.80 5.96 1.0543 2/4/1958 9 6.44 6.65 1.0612 2/25/1969 8 7.25 7.53 1.1452 2/25/2003 7 8.29 8.67 1.2497 9/23/1986 6 9.67 10.21 1 1/4/1995 5 11.60 12.43 1.4677 1/4/1978 4 14.50 15.89 1.5035 1/15/1979 3 19.33 22.00 1.646 10/1/1983 2 29.00 35.75 1.7791 4/14/2003 1 58.00 95.33 List of Peak events and Determination of Q2 and Q10 (Pre-Development) Palomar 2051 - POC-2 (Year) Cunnane (cfs) Welbull (cfs) Peaks (cfs) Date Posit Period of Return (Years) 10 0.89 0.91 Weibull Cunnane 9 0.80 0.84 0.4422 2/8/1993 57 1.02 1.01 8 0.75 0.76 0.4423 11/7/1979 56 1.04 1.03 7 0.72 0.72 0.4445 2/22/2008 55 1.05 1.05 6 0.71 0.71 0.4473 8/17/1977 54 1.07 1.07 5 0.68 0.69 0.452 12/24/1983 53 1.09 1.09 4 0.66 0.66 0.4583 3/19/1981 52 1.12 1.11 3 0.63 0.63 0.4596 3/1/1991 51 1.14 1.13 2 0.56 0.56 0.4607 1/16/1972 50 1.16 1.15 Note: Cunnane is the preferred method by the HM permit. 0.4623 3/15/1986 49 1.18 1.18 0.463 2/12/1992 48 1.21 1.20 0.4643 2/15/1986 47 1.23 1.23 0.466 1/29/1980 46 1.26 1.25 0.47 1/16/1978 45 1.29 1.28 0.4834 1/6/2008 44 1.32 1.31 0.4836 3/11/1995 43 1.35 1.34 0.4893 1/18/1993 42 1.38 1.38 0.4947 12/2/1961 41 1.41 1.41 0.4983 2/17/1998 40 1.45 1.44 0.5017 3/17/1963 39 1.49 1.48 0.5206 2/4/1994 38 1.53 1.52 0.5226 1/30/2007 37 1.57 1.56 0.5279 2/23/1998 36 1.61 1.61 0.5378 12/22/1982 35 1.66 1.65 0.5544 10/20/2004 34 1.71 1.70 0.5562 11/22/1965 33 1.76 1.75 0.557 2/27/1983 32 1.81 1.81 0.5573 4/28/2005 31 1.87 1.87 0.5605 2/16/1980 30 1.93 1.93 0.5635 1/27/2008 29 2.00 2.00 0.5643 2/3/1998 28 2.07 2.07 0.5651 2/10/1978 27 2.15 2.15 0.5655 12/30/1991 26 2.23 2.23 0.5657 1/29/1983 25 2.32 2.33 0.592 11/15/1952 24 2.42 2.42 0.6017 12/19/1970 23 2.52 2.53 0.6073 2/27/1991 22 2.64 2.65 0.6157 2/18/1993 21 2.76 2.78 0.6305 11/11/1985 20 2.90 2.92 0.6366 4/1/1958 19 3.05 3.08 0.642 3/2/1980 18 3.22 3.25 0.6514 1/16/1952 17 3.41 .45 - 0.6563 3/1/1978 16 3.63 - .67 0.6586 3/17/1982 15 3.87 3.92 0.6604 2/20/1980 14 4.14 4.21 0.6773 2/18/2005 13 4.46 4.54 0.6806 1/14/1993 12 4.83 4.93 0.7004 10/29/2000 11 1 5.27 5.40 0.7081 10/27/2004 10 5.80 5.96 0.7104 2/25/1969 9 6.44 6.65 0.7278 2/4/1958 8 7.25 7.53 0.7707 2/25/2003 7 8.29 8.67 0.907 1/4/1995 6 9.67 10.21 0.9443 1/15/1979 5 11.60 12.43 0.9959 9/23/1986 4 14.50 15.89 1.0295 10/1/1983 3 19.33 22.00 1.0417 1/4/1978 2 29.00 35.75 1.1277 4/14/2003 1 58.00 95.33 List of Peak events and Determinat Palomar 2051 - POC-2 T (Year) Cunnane (cfs) Weibull (cfs) (cfs) Peaks Period Date Posit of Return (Years) 10 0.89 0.92 Weibull Cunnane 9 0.80 0.84 0.4468 3/1/1991 57 1.02 1.01 8 0.74 0.75 0.4469 2/8/1993 56 1.04 1.03 7 0.71 0.71 0.4503 2/22/2008 55 1.05 1.05 6 0.70 0.70 0.4563 9/5/1978 54 1.07 1.07 5 0.67 0.68 0.4573 10/14/2006 53 1.09 1.09 4 0.65 0.65 0.4599 2/12/1992 52 1.12 1.11 3 0.63 0.63 0.4623 8/17/1977 51 1.14 1.13 2 0.56 0.56 0.4637 3/19/1981 50 1.16 1.15 Note: Cunnane is the preferred method by the HMP permit. 0.4653 3/15/1986 49 1.18 1.18 0.4684 2/15/1986 48 1.21 1.20 0.4695 1/16/1972 47 1.23 1.23 0.4712 3/11/1995 46 1.26 1.25 0.4724 1/29/1980 45 1.29 1.28 0.4732 1/16/1978 44 1.32 1.31 0.4751 1/18/1993 43 1.35 1.34 0.4859 1/6/2008 42 1.38 1.38 0.488 12/2/1961 41 1.41 1.41 0.4975 2/17/1998 40 1.45 1.44 0.5109 2/4/1994 39 1.49 1.48 0.5111 3/17/1963 38 1.53 1.52 0.5265 2/23/1998 37 1.57 1.56 0.5352 1/30/2007 36 1.61 1.61 0.5409 12/22/1982 35 1.66 1.65 0.5471 10/20/2004 34 1.71 1.70 0.5501 2/16/1980 33 1.76 1.75 0.5517 1/27/2008 32 1.81 1.81 0.5529 11/22/1965 31 1.87 1.87 0.5552 2/27/1983 30 1.93 1.93 0.5569 1/29/1983 29 2.00 2.00 0.563 12/30/1991 28 2.07 2.07 0.5639 2/3/1998 27 2.15 2.15 0.5679 2/10/1978 26 2.23 2.23 0.5732 4/28/2005 25 2.32 2.33 0.5988 11/15/1952 24 2.42 2.42 0.6052 12/19/1970 23 2.52 2.53 0.6151 2/18/1993 22 2.64 2.65 0.6212 4/1/1958 21 2.76 2.78 0.6216 2/27/1991 20 2.90 2.92 0.6373 11/11/1985 19 3.05 3.08 0.6458 1/16/1952 18 3.22 3.25 0.647 3/17/1982 17 3.41 3.45 0.6495 3/2/1980 16 3.63 3.67 0.6504 3/1/1978 15 3.87 3.92 0.6554 2/20/1980 14 4.14 4.21 0.6612 1/14/1993 13 4.46 4.54 0.6702 2/18/2005 12 4.83 4.93 0.6897 10/29/2000 11 5.27 5.40 0.704 2/25/1969 10 5.80 5.96 0.7042 10/27/2004 9 6.44 6.65 0.7174 2/4/1958 8 7.25 7.53 0.7654 2/25/2003 7 8.29 8.67 0.9137 1/4/1995 6 9.67 10.21 0.9522 1/15/1979 5 11.60 12.43 1.0287 9/23/1986 4 14.50 15.89 1.0421 10/1/1983 3 19.33 22.00 1.0481 1/4/1978 2 29.00 35.75 1.1165 4/14/2003 1 58.00 95.33 APPENDIX 4 OF HMP AREA VS ELEVATION Volume provided on the underground system is accounted for in the storage module within SWMM. A stage-storage relationship is provided within this Module, a copy of which is located on the following pages. DISCHARGE VS ELEVATION The orifices have been selected to maximize their size while still restricting flows to conform with the required. 10% of the 02 event flow as mandated in the Final Hydromodification Management Plan by Brown & Caldwell, dated March 2011. While REC acknowledges that these orifices are small, to increase the size of these outlets would impact the basin's ability to restrict flows beneath the HMP thresholds, thus preventing the BMP from conformance with HMP requirements. In order to further reduce the risk of blockage of the orifices, regular maintenance of the riser and orifices must be performed to ensure potential blockages are minimized. A detail of the orifice and riser structure is provided in Attachment 5 of this memorandum. A stage-discharge relationship is provided on the following pages for the surface outlet structure. The LID low flow orifice discharge relationship is addressed within the LID Module within SWMM - please refer to Attachment 7 for further information. DISCHARGE EQUATIONS Weir: Qw =Cw L113"2 (1) Slot: As an orifice: Q = B h c9 J2g (H — (2.a) Asaweir: Q=Cw B5 H31'2 (2.b) For H > h5 slot works as weir until orifice equation provides a smaller discharge. The elevation such that equation (2.a) = equation (2.b) is the elevation at which the behavior changes from weir to orifice. Vertical Orifices As an orifice: Q0 = 0.25 7rD2 C9 ,J2.q (H — 22) (3.a) As a weir: Critical depth and geometric family of circular sector must be solved to determined 0 as a function of H: Q A A D2 — = —; H = + T = 2-/y(D — y 7.); A = --[a,. - sin(a)], 9 T 7.2 T D Ycr = .. [1 — sin(0.5 . (3.b.1, 3.b.2,.3.b.3, 3.b.4 and 3.b.5) There is a value of H (approximately H = 110% D) from which orifices no longer work as weirs as critical depth is not possible at the entrance of the orifice. This value of H is obtained equaling the discharge using critical equations and equations (3.b). A mathematical model is prepared with the previous equations depending on the type o discharge. The following are the variables used above: Q, Q, Q, = Discharge of weir, slot or orifice (cfs) Cu.,, c.: Coefficients of discharge of weir (typically 3.1) and orifice (0.61 to 0.62) L, B5, D, h5 : Length of weir, width of slot, diameter of orifice and height of slot, respectively; (ft) H: Level of water in the pond over the invert of slot, weir or orifice (ft) Acr, icr, Ycr, Qcr: Critical variables for circular sector: area (sq-ft), top width (ft), critical depth (ft), and angle to the center, espectively. AREA - ELEVATION PIPE 1+ GRAVEL: UNDERGROUND SYSTEM Circular Pipe L: 150 ft D: 4 f h h 5wMM ASWMM A Pipe a(rad) 0 338.8 2.5 338.8 0.0 2.5 390.1 85.5 0.000 0.2 2.7 498.9 266.9 0.902 0.4 2.9 555.9 361.8 1.287 0.6 3.1 597.0 430.2 1.591 0.8 3.3 627.2 480.6 1.855 1.0 3.5 651.3 520.8 2.094 1.2 3.7 668.9 550.2 2.319 1.4 3.9 682.8 573.3 2.532 1.6 4.1 691.6 588.0 2.739 1.8 4.3 697.5 597.9 2.941 2.0 4.5 698.9 600.1 3.142 2.2 4.7 697.5 597.9 3.342 2.4 4.9 691.6 588.0 3.544 2.6 5.1 682.8 573.3 3.751 2.8 5.3 668.9 550.2 3.965 3.0 5.5 651.3 520.8 4.189 3.2 5.7 627.2 480.6 4.429 3.4 5.9 597.0 430.2 4.692 3.6 6.1 555.9 361.8 4.996 3.8 6.3 498.9 266.9 5.381 4.0 6.5 390.1 85.5 6.283 4.0 6.5 338.8 5.0 7.5 338.8 OUTLET STRUCTURE PIPE 1- UNDERGROUND A Orifice #: 1 2 3 4 Weir D (in): 1.75 2.250 3.250 3.250 W (ft): 0.333 Inv (ft): 3.60 D (ft): 0.146 0.188 0.271 0.271 Inv(ft): 0.00 1.20 1.80 2.40 Qorifi Qorif2 Qorif3 Qorif4 Qweir h SWMM Qtot 0 2.5 0 2.501 0.000 0.029 2.7 0.029 0.047 2.9 0.047 0.059 3.1 0.059 0.070 3.3 0.070 0.079 3.5 0.079 0.087 0.000 3.7 0.087 0.094 0.044 3.9 0.138 0.101 0.075 4.1 0.176 0.107 0.096 0.000 4.3 0.204 0.114 0.114 0.072 4.5 0.299 0.119 0.129 0.145 4.7 0.393 0.125 0.142 0.192 0.000 4.9 0.459 0.130 0.154 0.230 0.072 5.1 0.586 0.135 0.166 0.262 0.145 5.3 0.708 0.140 0.177 0.291 0.192 5.5 0.800 0.145 0.187 0.317 0.230 5.7 0.878 0.149 0.196 0.341 0.262 5.9 0.949 0.154 0.205 0.364 0.291 0.000 6.1 1.014 0.158 0.214 0.385 0.317 0.092 6.3 1.166 0.162 0.222 0.405 0.341 0.261 6.499 1.392 0.162 0.222 0.405 0.341 0.261 6.5 1.392 0.181 0.260 0.494 0.443 1 1.710 7.5 3.088 AREA - ELEVATION PIPE 2 Circular Pipe L: 120 ft D: 4 f h ASWMM a(rad) 0.0 68.4 0.000 0.2 213.5 0.902 0.4 289.4 1.287 0.6 344.2 1.591 0.8 384.5 1.855 1.0 416.6 2.094 1.2 440.1 2.319 1.4 458.6 2.532 1.6 470.4 2.739 1.8 478.3 2.941 2.0 480.1 3.142 2.2 478.3 3.342 2.4 470.4 3.544 2.6 458.6 3.751 2.8 440.1 3.965 3.0 416.6 4.189 3.2 384.5 4.429 3.4 344.2 4.692 3.6 289.4 4.996 3.8 213.5 5.381 4.0 68.4 6.283 OUTLET STRUCTURE PIPE 2- UNDERGROUND B Orifice #1: 1 2 3 4 Weir D (in): 1.50 1.875 2.625 2.625 W (ft): 0.333 Inv (ft): 3.60 D(ft): 0.125 0.156 0.219 0.219 Inv(ft): 0.00 1.20 1.80 2.40 Qorifl Qorif2 Qorif3 Qorif4 Qweir h Qtot 0 0 0.000 0.022 0.2 0.022 0.035 0.4 0.035 0.044 0.6 0.044 0.052 0.8 0.052 0.058 1 0.058 0.064 0.000 1.2 0.064 0.069 0.033 1.4 0.102 0.074 0.053 1.6 0.128 0.079 0.068 0.000 1.8 0.147 0.084 0.080 0.055 2 0.219 0.088 0.090 0.099 2.2 0.277 0.092 0.099 0.129 0.000 2.4 0.320 0.096 0.108 0.153 0.055 2.6 0.412 0.099 0.116 0.174 0.099 2.8 0.488 0.103 0.123 0.192 0.129 3 0.547 0.106 0.130 0.209 0.153 3.2 0.598 0.110 0.137 0.225 0.174 3.4 0.645 0.113 0.143 0.239 0.192 0.000 3.6 0.687 0.116 0.149 0.253 0.209 0.092 3.8 0.820 0.119 0.155 1 0.266 0.225 0.261 4 1.026 APPENDIX 5 OF HMP Pre & Post-Developed Maps, Project Plan and Detention Section Sketches I Weir: mv: 43.2; W = 4" 0 Orifice 4: D = 31/fl Invert: 2.4 ft OUTLET STRUCTURE UNDERGROUND PIPE #1 ("A" AREAS) all boundary - - - - O 0 rifice 3: D = 31/fl Invert: 1.8 It Invert: Orifice ; 21/4fl 0 Orifice 1: D = 1/4" HORIZONTAL PIPE 1 - - - - - - - - - D=48';L=lZO ft. Note: The orifices will be drilled in a thin wall (either metallic or concrete) located in the manhole were the pipe discharges. This wall will separate the inflow from the outflow. OUTLET STRUCTURE UNDERGROUND PIPE #2 ("B" AREAS) I Weir: mv: 43.2; W = 4" 0 Orifice 4: D = 2 /8 I Invert: 2.4 ft Orifice 3: D = 2/" 0 Invert: 1.8 ft Orifice 2: D = 1/3 . Invert: 1.2ft I Orifice 1: D = 1/2 I HORIZONTAL PIPE 2 - - - - - - - - D=48";L=70ft. Note: The orifices will be drilled in a thin wall (either metallic or concrete) located in the manhole were the pipe discharges. This wall will separate the inflow from the outflow. SDP 2019-0009 ___ I I ______ / / / / PROPOSED SUMMARY _DMA Area ID Area (st) Area(ac) 85th percentile depth (in) Pervious Area (SF) Pervious Area (AC) Impervo us Area (SF) Irnpervo us Area (AC) Percent Irnpennous WhtI Soiiype DCV(cf) FLOW THRU (Q) Al 7,713 0177 065 1443 003 271 0144 61 0 313 0,040 A 44L551 1.025 0.65 0 0 ON) 44551 1 025 100 0.90 D 2377 0.277 4,610 0 1Cth 0.65 1448 0 033 3162 0 073 9 0 5 C 162 0.021 467 00.1 065 151 0502 33 065 C 17 0002 2LI60 0.068 065 0023 1q53 0045 56 053 0 101 0013 2669 D01 o5 15S p027 iSli 0035 57 055 0010 2989 0.06 0.65 972 0.022 2017 0.04 07 0.54 13 104 0.013 Li 3,972 0.091 055 0 0.000 392 0.091 100 090 0 194 002 U 31,731 0.723 055 1443 0033 3020 0.695 5 0 1434 0.189 5,917 0136 065 2604 0050 331 0575 56 055 13 17t3 0022 - B4 13 515 0 10 0.65 3673 0 034 930 G.226 73 0 08 0 500 0.%4 52,374 1 Lfl 0.65, 1443 0 03 5031 1.165 0 88 0 2491 0 317 TLT 5?7 0 325 0 55 1'43 U e3 3-2C 0 751 0 87 0 167 0.211 BpLTOT 194?5 0.446 065tt,7 2 0141 33l53 0,302 53 064 13 575 0.085 MITIGATION AREA 1S 88071 A-+ 0Y1PERV0U5AREA (S) 85191 PERVIOUS AREA (SF gg5 DSTUEDf½5EA (SF) 3132 ALFES= 202 ACRES= 196 ACFE5= 001 ACRE= 0 2 STORM PIPE _DRAIN TABLE PIPE DIAMETER (IN) SLOPE (%) LENGTH (FT) REQ. CAPACITY (CFS) % FULL (DEPTH/DIA.) P1 12 25.40% 24.9 6.85 41% P2 12 0.50% 22.8 1.24 48% P3 12 2.75% 23.6 6.85 92% P4 12 25.90% 26.0 16.48 70% P5 24 0.50% 30.3 18.47 90% P6 12 1.57% 5.0 4.65 79% P7 12 1.70% 34.2 4.65 76% P8 12 1.75% 17.3 4.65 75% P9 12 23.50% 19.9 4.65 34% P10 12 1.75% 4.9 4.65 75% P11 12 6.18% 16.1 4.65 49% I '1• •+fL-' 1W1 HEREO _____ _ SEE SHEET t*N 4 I 1') c:E i- rrwui LA. IL ry j..-' L STORM DRAIN (ORIGIN,TES / PROP. 6' RETAINING WALL K' 2 COLLECTING ROOF / PER SPECIAL DESIGN SEE N. 1 N DRAINAGE) RETAINING WALL P.ANS ' I 5t1IIZ\ i ii _r,/v 44 ri SEE I I _LjsDL/ 00 CUCC SD-2 (289----------------------- --- - -- - -- I SCALE 1"=200' ~O 310 PTfIJIIIi 0 ..- I/I-,... I (IN FEET ) 1 INCH =20 FEET I 7/ SD-7 EX. 12N 7 VOLUME & FLOW RATE: CALUCLATIONS CONT'D.: I ')fl / STORM DRAIN (ORIGINATES D-4 I ' / ' DCV = C X d X A X 43560 SF/Ac X 1/12 IN/FT DMA A7 I SD-4 SD-4 I / SD-4 COLLEC11N ROOF \ i>SD<i \ / SD-4 - - - - - -\\ \//// C = RUNOFF FACTOR DCV B = 0.64 X 0.65 X 0.069 X 43560 X 1/12 sc-i .. SC-1 I sc-i I DRAINAG)' SC-1 ' \ -( S) \ I SC-1 - \\\ /// j d = 85TH PERCENTILE, 24 HR STORM EVENT DCVB = 104 CU-FT / I / / = -- / \\ !// I A = TRIBUTARY AREA (ACRES) QB = 1 X (0.64 X 0.2 X O.069)*i.5 co - - - - - - - -''-- - - / A 11 QB = 0.013 CFS * 1.5 Vr AF ADJUSTMENT FACTOR WORKSHEET B.6-1 C RUNOFF FACTOR DCV 0.90 X 0.65 X 0.091 X 43560 X 1/12 60 1 0.2 IN/HR WORKSHEET B.6-1 DCV 194 CU-FT CP ? LIMITS OF :::j C r11 DCV = 1484 CU-FT FOR USE IN BIOFITRATION SYSTEMS THE TREATMENT PROP. 6' RETAINING WA FLOW RATE MUST BE INCREASE BY 1.5 TIMES FFLK SPECIAL DESIGN .31. // N RETAINING WALL PLANS Al DMA A1 DMA B3 LII DCV = 075 X 065 X 0.177 X 43560 X 1/12 DCV = 055 X 065 X 0.136 X 43560 X 1/12 10 DCV= 313 CU-FT DCV 176 CU-FT I--- / • / / N 5431'16" E Q = 1 X (075 X 02 X 0177)*1 Q = 1 X (055 X 02 X 0136)*1 5 LU _---." 1 L_.------ •_ - / / - I / 45187' ----------------- Q 0.040 Q=OO22 CFS z E-I_I I I' I "] A •': . N., -.i . :.:. E PRECISE GRADING PLIS DMA A2 ___ J / / '. . I : R SPECIFIC INSTALLA1I1W LJIVIt LJ4 M2 I -- - - ND ELEVATION INSTRU1IONS DCV = 090 X 065 X 1.025 X 43560 X 1/12 DCV = 068 X 065 X 0.310 X 43560 X 1/12 21 DCV 500 CU-FT SD-7 Q 0.064 CFS 01 in ORIFICE PLATE 50 Q 0.277 CFS PROTECT SD-4 Z EÔUTED 0=46 DCV 2177 CU-FT 14 5 LM _AA TOT 1 DCV =065 X 065 X 0.106 X 43560 X 1/12COLLECTIN ROOF DCV -088 X 065 X 1.202 X 43560 X 1/12 / D JUNCTIONSTRUCTU Lnn.rrVIr"AI.ID - 021 CFS Q=O317CFS SC-1 / . . .WITH OR I rrvi..i LA. IL iw.r ________ ;-N' -( s SC-1 7so- 5C1' 5C2 - 'P1 PER SAN DIEGO STORM DRAIN LINE PER DMA A4 DMA BTOT SD-7 _____ , SD-7 " SD-7 SC-6 / - / I REGIONAL STD D 1 & / DWG NO 205-1 DCV = 065 X 065 X 0.011 X 43560 X 1/12 DCV = 087 X 065 X 0.820 X 43560 X 1/12 Z ND-4 SD-4 /S D 4 DETAIL 3 ON SHEE 3 DCV = 1678 CU-FT TYPE *B* SO COUNTY SM .OUTLET IPE(P3) /1 D-2 PER DWG. NO 205-1 002 CFS Q=O213CFS nrcrnnKI I__I DiIL...')fl77 AIA A I H _ DMA BpA TOT P0141 OF INV=268.53 DCV 101 CU-FT X 1/12 z DCV = 675 CU-FT LLJ C0MPUANCE# P1 Q = 1X(063X 02 X 0068)*15 = 1 X(064X 02 X 0446)*15 PROTECTEX.CURB\ CFS Q 0.086 -r -..- I I \1 RMPA-1 PRoPRr TAR BIonLATIQN BI( CLEA N MW -L-8412-4'J-11.5"4C MAX. TREATMENT FL0W RFE=0 346 crs I SEE bETAIL! 1 ON 1SH _EETJ6 - \ \ z . T. 1 . 2 iZrJ • J -.=i I II I I, I I . I - iL1 . - . INLET TYPE $B* SD 'N., '\ LL W ?.i DMA A6 F- LU z 0) - --------::.. ---------------- .. -------,-. --------- T__----2-/. __i_ -I / COUNTY STD. D 2 \ \ DCV = 0.55 X 0.65 X 0.061 X 43560 X 1/12 W _ - -- ----- - -TT-r 1ET5__PR0TECTEX---- PER DWG NO 20S-1 PROTECT EX DCV = 80 CU-FT Uj - 0 O W N47592"W MANHOLEPER - - DRAINAGE 0xO2X006i) 18" ACP STORM *i5 0 NOGAL IMPROVEMENT UJO3 W DMA INFORMATION I LEGEND / L=2486 PLAN DWG NO \ \ 0 LO DMAs A & D CONTAIN BOTH SOILS TYPE B & FHI I DEPTH ASPHALT PAVEMENT ____ ____ R-5500 N 208-2 o::: . PROPOSED CONTOURS UNULKLTINU HTUNULUUIUAL Z)UIL UKUW: D ALL OTHER DMAs CONTAIN SOIL TYPE D A--259*02'08" PROPOSED LANDSCAPE AREA (xxx.xx)Fs EXISTING ELEVATIONS GROUNDWATER GREATER THAN 30' BELOW 1 ..........,.......,.... ........... APPROXIMATE DEPTH TO GROUNDWATER. -j GRADE PROPOSED HARDSCAPE IMPROVEMENT XXX.XX FS PROPOSED ELEVATIONS I __________ EXISTING NATURAL HYDROLOGIC FEATURES NONE I I GRIND EXISTING AC PAVEMENT 2" MIN - - PROPOSED RETAINING WALL PROPOSED DESIGN SURFACE TREATMENTS: PROPRIETARY BIO-FILTRATION - - - MITIGATION AREA LIMITS SD ' PIPE FLOW ARROWS \ I 'fO POTENTIAL POLLUTANT SOURCE AREAS: TRASH AREAS, PARKING LOTS FLOW PATH \ A DRAINAGE AREA Lu ..-.-----...---.-. \ EXISTING DRAINAGE OFFSITE (DRAIN TO D QTCIItA flDMM STENCIL )-- EXISTING CONTOURS \ I PACIFIC OCEAN): %JI%...FIIVI LJFJJ 0 357 ACREAGE SITE DOES NOT LIE WITHIN CRITICAL COARSE NTS ---- DRAINAGE PATTERN \\ I CRITICAL COARSE SEDIMENT YIELD AREA: SEDIMENT YIELD AREA. SEE EXHIBIT IN MITIGATION AREA DISTURBED AREA 01 ATTACHMENT 1 OF WQMP REPORT. DMA EXHIBIT TABLE DMA ID No DMA SF AC CORRESPONDING BMP TYPE MODEL OR SIZE OF BMP ID NO: EIMP (CFS) 52,374 ATOT 1.202 A-i 1310-FILTRATION 0.346 CFS PROPRIETARY MWS-L-8-12--C ATQT 52,374 1.202 A-2 INFILTRATION & FLOW CONTROL BMP ø48" L=150' B1-01 3 5,703 0.820 B-I 1310-FILTRATION 0.238 CFS PROPRIETARY MWS-L-8-8-V-HC BloT 35,703 0.820 B-2 FLOW CONTROL BMP 048' L70' BpALToT 9,435 0.446 C1 (LID) 2.0 CFS I PRE-TREATMENT FLOGARD FILTER FF-24D BTQT 3 5,703 0.820 : B3 (LID) BIO-GRATE-MLS 24-42-24 PRE-TREATMENT INLET FILTER 31,323 SF OR 0.72 AC IMPERVIOUS % PERVIOUS EXISTING CONDITIONS 18,279 SF or 0.42 AC 58 13,044 SF or 0.30 AC 42 PROPOSED CONDITIONS 22,539 SF or 0.52 AC 72 8,784 SF I or 0.20 AC 28 88,077 SF OR 2.02 AC IMPERVIOUS % PERVIOUS % EXISTING CONDITIONS 77,102 SF or 1.77 AC 88 10,975 SF or 0.25 AC 12 PROPOSED CONDITIONS 85,191 SF or 1.96 AC 1 97 2,886 SF or 0.07 AC 3 I •F-I- .. SOURCE CONTROL & SITE DESIGN BMPs PROTECT TRASH STORAGE AREAS FROM RAINFALL, SD -2 CONSERVE NATURAL AREAS, SOILS AND a z SC-5 DIIklñt' AMr\ tMIMI) 1IQDC0CAI Z Q ô PREVENTION OF ILLICIT DISCHARGES INTO THE MS4 INCLUDING BUT NOT LIMITED TO EFFICIENT 5C6 ON-SITE STORM DRAIN INLETS, LANDSCAPE AND SD-3 MINIMIZE IMPERVIOUS AREA. SC-1 IRRIGATION, DISPERSION OF NON STORMWATER PARKING LOTS. DISCHARGE AND CONTROLLING WASH WATER FROM SD-4 MINIMIZE SOIL COMPACTION VEHICLE WASHING WASTE HANDLING AND DISPOSAL (SEE CASQA FACT SC-34 SHEETS IN ATTACHMENT SECTIONS OF WQMP 5D7 LANDSCAPING WITH NATIVE OR DROUGHT TOLERANT SC-2 STORM DRAIN STENCILING OR SIGNAGE. REPORT FOR MOR INFORMATION). SPECIES. PROTECT OUTDOOR MATERIAL STORAGE AREAS DRAINAGE SYSTEM MAINTENANCE (SEE CASQA FACT SC-3 FROM RAINFALL, RUNO-ON, RUNOFF, WIND SC-44 SHEETS IN ATTACHMENT SECTIONS OF WQMP DISPERSAL REPORT FOR MOR INFORMATION) w0i.UwZ a aoaoa-, No. C46301 EXP. 12-31-20 5 E 0- 00O00-:I 5 N) 1_- \ / I \ \ \, E ENTRY '\ \\ DRIV \\\ 0100 '1 1'xl~, e~\N~ / i ( (( ,/////" / - I \\ N \\ • IN Is EE5 PREdISE GRAOIN- 44 I 1PLANS roR SFECIFIC Q 09 \ LII / 1' NSTAL.LA11ON --'-- Iji i \ELEVON.NLJONS - EJAINING N II PROP6. . I I ' -- ¶ 1 EaAL11 I' " N 0=48 \ - I \ - -r - DMA EXHIBIT TABLE DMA ID No. DMA SF AC CORRESPONDING BMP TYPE MODEL OR SIZE OF BMP ID NO: BMP (CFS) ATOT 52,374 1.202 A-I PROPRIETARY MWS-L-8-12--C BIO-FILTRATION 0.346 CFS ATOT 52,374 1.202 A-2 INFILTRATION & -48,, L-150 FLOW CONTROL BMP B101 35,703 0.820 PROPRIETARY MWS-L-8-8-V-HC BIO-FILTRATION 0238 CFS BTOT 35,703 0.820 B-2 FLOW CONTROL BMP 048" L=70' BPAL TOT 19,435 0.446 -i PRE-TREATMENT FLOGARD FILTER FF-24D (LID) 2.0 CFS BTOT 35,703 0.820 B-3 PRE-TREATMENT INLET FILTER (LID) BIO-GRATE-MLS 24-42-24 SDP 2019-0009 Ci ~Ek SP L=70" I\I Ui ' ii _______ ______ BMP B ~TAI L ~ , . I I rog D I OLSHITI 31 \41 -CLEAI I PROPRIETARY IBIO ALThAO pipe (01 MAX. TREATMENT rQ FLOW RATE=0.237 CFS D57 Ii 000, ar- DIEREGIONASD I - DETAIL 2 ON SHEET 3 N I GO CL BAS"N AND RE OR6 CON EC Ii INLET PIPE &6) SEE SHEET _____ • -i Ir:FF ill 'I1 u\1jJ ff1 jInLLiLJrf I ILITh -1 - - - - - - I - SHEET INDEX MAP" SCALE 1"=200' SOURCE CONTROL & SITE DESIGN BMPs: PREVENTION OF ILLICIT DISCHARGES INTO THE MS4 INCLUDING BUT NOT LIMITED TO EFFICIENT IRRIGATION, DISPERSION OF NON STORMWATER DISCHARGE AND CONTROLLING WASH WATER FROM VEHICLE WASHING. SC-2 STORM DRAIN STENCILING OR SIGNAGE. PROTECT OUTDOOR MATERIAL STORAGE AREAS FROM SC-3 RAINFALL, RUNO-ON, RUNOFF, WIND DISPERSAL. PROTECT TRASH STORAGE AREAS FROM RAINFALL, 00 SC-5 RUNOFF, AND WIND DISPERSAL. 10 ON-SITE STORM DRAIN INLETS, LANDSCAPE AND PARKING LO SC-6 LOTS. . II PROPOSED_DMA_SUMMARY Pervious Pervious Percent Weght Area ID Area (Si) Area (at) percentile us Area us Area Soil Type DCV (cf) ThRU (q) Area (SF) Area (AC) lriIpervious 8th . lmpeivio lmpervo Area FLOW depth (in) (SF) (AC) swow (cfs) A 7,713 0 17 055 144i 0 CL h271! 0144 81 fl 5 0 31 0 40 A 44,561 1.025 0.05 0 0 0r'L 41 025 10 U 0.90 D 1T7 0,277 4f611) 1D.10& 0.65 1448 0 033 3152 C 573 69 0.155 0 lb (1021 49 0.011 055 151 (1103 36 0003 59 065 0 17 Our: A 2,9b5 0 1-16 c" C 55 1008 0 rf i53 O.C45 56 053 0 i 0 0 01 2 565 0.061 0,55 1158 0 07 1511 0.035 57 11 .55 0 2.0 0.01G A I 2,959 0.03 9 0.65 972 0.022 2017 0.045 57 G. D 104 0.013 - 3,972 0 COL 0.55 0 0 CiL0 3972 0 091 11)0 1)90 0 5 B 31,731 1G.273 055 1443 0033 3G231, 0635 95 05 0 1-124 Oft-I 8- 5,917 0 15 01. 55 .26 04 01 59 3313 -0.07 55 1)55 0 17 6 0.022 -- 1,51 0310 1 055 3673 0084 9945 0.225 73 069 0 511) 0.064 A 52,374 1.2(12 055 1443 1)033 50921 1.169 97 (1-98 0 2451 C' 3 1l 35,703 0320 065 1 1443 11)22 3250 0787 1916 0.J7 0 1679 0213 - 1945 0.445 055 1 5222 0.144 13153 0302 58 054 -_0 675 00H- MITII3ATION AREA 11 DISTURBED AREA (SF) 8077 CM9EEVi0U5 AREA (SF) 85191 PERV10US AREA )SF) 2996, I AREE 202 ArPE c 195 ACRES= 007 ACRES= 072 )KM DRAIN IJNL PER .\ I ' \ FiF'L.1 \.. ".< - r . . - _L ___j_ - _____________________________________________________________________________________________ 0 DW` ND 90~-Ij I OINVO' I I- A- WASTE HANDLING AND DISPOSAL (SEE CASQA FACT a) o' 1) 7 11) ~ L EXISTING DMA SUMMARY # P2 - - / 70437' - - _____________- - -STOREVEFLIS.. _____________- - - - - - - / \ I EXIS11NG aTORM DRAIN-' v-PROTECT EX CATCH BASIN TYPE F"-SD------------- 1.11. \I \CATCH SIN OLJTTO - COUNTY STD D-7 PER DWG NO_26547!- - - - --- - .-- 7 PALOMAR AIRPORT RD.- \_15s_24N STORM DRAIN LINE PER CARLSBAD MASTER PAL,TOT DRAINAGE FACILITIES MAP 0 45 PLATE C--3 -- ____ N 47 59'52" W 57-9-58-0 LN SC A. - -- SC- 7' _ir- 0 CO a)o) E .2 00 OC 00 V) U) ._n. .Jr •-.. . '-.- %1 .-.-.'-uI'-I''-I VT VII I SII fli II U) 13 N C MOR INFORMATION). . 0 Co 8 DRAINAGE SYSTEM MAINTENANCE (SEE CASQA FACT ia SC-44 SHEETS IN ATTACHMENT SECTIONS OF WQMP REPORT FOR MOR INFORMATION). . " SD-3 MINIMIZE IMPERVIOUS AREA. a) () ) .g <0 0 -J Area ID Area (sf) Area (ac) percentile us Area us Area Soil Type DCV (cf) THRU (Q) I Pervious Pervious Percent weighted Area (SF) Area (AC) Impervious Runoff toot. 85th lmpervio lmpervio Area FLOW depth (in) (SF) (AC) SWOMP (cfs) 7,713 0.177 055 3405 0.078 4308 0.099 6 055 0 228 0029 A 44,661 1.025 065 0 0000 44661 1025 10(1 090 0 2177 0,277 A 4,610 0,106 065 2969 0.062 1641 13,033 36 03? 0 6 0012 437 0,011 065 100 0.002 387 0.009 79 074 0 10 0002] 2966 0068 065 2496 0357 470 0011 16 0.2-0,0 36 0005 2,669 0061 055 915 15.021 1733 0.040 F 6 063 0 90 DOli A7 2,989 0.069 05 0 0000 2989 0.069 iO3 0.90, 0 146 oaIg B1 - 3,972 0.091 065 3158 0072 914 0.019 20 026 0 57 0007 E 31731 0723 065 1443 00 0228 0.695 95 086 0 1434 0.189 B7 5.917 0.136 0.65 0 (1.000 5917 0.135 100 0.90 0 283 8/ 13512 0210 065 3678 0334 9340 0.226 72 068 0 500 0064 52,374 1.202 0 65 6374 0.146 46000 1.056 8? 0 80 B 2277 - IL 35,703 0 820 0.6 4651 0.106, 11102 0.714 87 0,8D 0 1541 0.1913 19435 0446 065 6282 0144 1315? 0302 68 054 B 575 0386 MITIGATION AREA )SE) I 88077 IMPERVIOUS AREA )SF) 77102 PERVIOUS AREA (SFJ 10975 ACRES= 202 ACRES= 177 1 ACRES= 025 SD-4 MINIMIZE SOIL COMPACTION. 01 SD-6 RUNOFF COLLECTION. 0 SD-7 LANDSCAPING WITH NATIVE OR DROUGHT TOLERANT SPECIES LEGEND: FULL DEPTH ASPHALT PAVEMENT PROPOSED LANDSCAPE AREA P I PROPOSED HARDSCAPE IMPROVEMENT GRIND EXISTING AC PAVEMENT 2" MIN. II\ ..e?, - I L9 , / \ 7/' /;::''\ NOTE - MITIGATION AREA LIMITS SD 7 Ld -4 A,tot A1+A2 (IMP AREA=50,931 SF) BEING TREATED IN LIEU OF Al+A3+A4+A5+A6+A7 (IMP AREA=15,254 SF) FLOW PATH _0 IN I \ __I,) RItv1=2920 j I 0.1 41 '-' I I •':-i / "5 Btot= B1+B2 (IMP AREA=34,260 SF) BEING TREATED IN LIEU OF B1+B3+B4 (IMP AREA= 17,125 SF) EXISTING CONTOURS fu_= /A INV=289 50 I I I Fl \.. ../ \ -(__PA PA ___h LPA/ 51 / / - I I PER IMPROVEMENT PIAN NO. 205-1 SC-1 - ç-i / / - B pal,tot=B3+B4 (IMP AREA=13,153 SF) BEING TREATED WITH PRE-TREATMENT AND COMPENSATED FOR IN Btot 120 PROPOSED CONTOURS H Z a i- I I \ SD-7 BMP C-1 C11j A \ Sb-7 / '\ TREATMENT VOLUME. UJ c. INSTALL OLDCASTLE FLOG ARD - I \ SD-4 H7 C, / (XXX.XX)FS EXISTING ELEVATIONS - a. :1: •.L. I CATCH BASIN FILTER INSERT MODEL NO. FF--J24D ._L . SD-2 ______ _____._ 0.07 \ S2 ' XXX.XX FS PROPOSED ELEVATIONS IP I TOTAL BYPASS6 1 CFS I / - I j PA SC-34 X - PROPOSED RETAINING WALL W oc> SEE I r 00 0.31 _________ ________ - $ ENCLOSURE AREA / No so PIPE FLOW ARROWS a L J//4, 1 MIN'i SD-i i I fl_Li__ I I ________ m / // / A DRAINAGE AREA 0 LO LO mown LO z 191) SC-1 0.357 ACREAGE Uj 77 7\ 12 D-4 I - - - - - - - A6 EXISTING BUILDING __H H 0.06 02 TO REMAIN L___ -- 1 I Ln[L I PA _- PA I I I . _________ I -. . . I - IEll / I bII \ / PROTECT EX 12 PVC I ----- - A STORM DRAIN (ORIGINATES I - - COLLECTING ROOF PROTECT EX 1 PVC r 0- c I - ,j DRAINAGE) STORM DRAIN (OIGINATES C1 COLLECTING ROOF ÔRAINAGE) 1 _I 0 I ci: LO 00 (N 0.. (I) U) STORM _DRAIN PIPE TABLE PIPE DIAMETER SLOPE LENGTH REQ. CAPACITY % FULL (IN) (%) (Fl) (CFS) (DEPTH/DIA.) P1 12 25.40% 24.9 6.85 41% P2 12 0.50% 22.8 1.24 48% P3 12 2.75% 23.6 6.85 92% P4 12 - 25.90% 26.0 16.48 70% P5 24 0.50% 30.3 18.47 90% P6 12 1.57% 5.0 4.65 79% P7 12 1.70% 34.2 4.65 76% P8 12 1.75% 17.3 4.65 75% P9 12 23.50% 19.9 4.65 34% P10 12 1.75% 4.9 4.65 75% P11 12 6.18% 16.1 4.65 1 49% 00 N N U) C4 0 s-N (/) L - I MIlI(iAIIONAhhA - I I I I - \ I -' - • "[JJ' " 88,077 SF OR 2.02 AC IMPERVIOUS % PERVIOUS EXISTING CONDITIONS 77,102 SF or 1.77 AC 88 10,975 SF or 0.25 AC 12 PROPOSED CONDITIONS 85,191 SF or 1.96 AC 97 2,886 SF or 0.07 AC 3 DISTURBED AREA 31,323 SF OR 0.72 AC IMPERVIOUS % PERVIOUS EXISTING CONDITIONS 18,279 SF or 0.42 AC 58 13,044 SF or 0.30 AC 42 PROPOSED CONDITIONS 22,539 SF or O.52 AC 72 8,784 SF or 0.20 AC 28 ENGINEERS NOTE TO CONTRACTOR: THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES, PIPES, AND/OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL ASCERTAIN THE TRUE VERTICAL AND HORIZONTAL LOCATION OF THOSE UNDERGROUND UTILITIES TO BE USED AND SHALL BE RESPONSIBLE FOR ANY DAMAGE TO ANY PUBLIC OR PRIVATE UTILITIES, SHOWN OR NOT SHOWN HEREON. IF THE CONTRACTOR ENCOUNTERS ANY DISCREPANCIES, CONFLICTS OR AREAS WHICH HE FEELS UNWORKABLE, HE SHALL NOTIFY THE GRADING ENGINEER IMMEDIATELY PRIOR TO CONTINUING OR DEVIATING FROM THIS PLAN. UNAUTHORIZED CHANGES & USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. - UNDERGROUND SERVICE ALERT rn I Call: TOLL FREE 1-800-422-4133 KNOW WHAT'S BELOW, CALL BEFORE YOU DIG. TWO WORKING DAYS BEFORE YOU DIG ¼ ~O 310 IN FEET ) 1 INCH =20 FEET SDP 2019-000 SITE SPECIFIC DATA P1,70107 NUMBER 205 E6OJE67 MIME P4L(ZIAR AIRPORT NO. ,PROJECT LT7ON C4R65840, CA STEICT000 ID 9MP A-I TREATMENT REQUIRED - VOLUME EASED (CT) PLOW EASED (CFS) 0,346 J7E M6 VT HOC A /4/L48LE (ri) Nlk- PEAK 0)-PA33 REQUIRED (cr5) IP N'PL)-TT8LE 797 prpg MT/ 1. r-, M7PRIAL OUTLET F/CE 276.77 PVC 12' FiiETHEAT4ENT. BILTRAQON DISCI-ITEGE EM ELE//AT/OM 202.09 - 282.09 - 582.09 SOP ACE LOAD PEDESTEAN N/A PEDESTRN - PR/ME & COVER 26/ ØJO' OPEN PLANTER RJC WT/ANDMEOII VOLUME (TV) 797 OJIIECE SIZE (DII. IIIDHES s EA I1,46' NOTEO/ 60/? TO VLRIFYOQWVSTNEAM DETENTION WILL NOT SN/K UP INTO I/VS. Lu r) WLANDMED 000ERDRNW WAN/FOLD ,-PATEWTL) MANHOLE ' H . PER/METER VOID APEA 117 CARIPIOCE SEE hoitS , G~~o- - L0iiRL OPENING I _ ë7 845ET VR4iW DOWN LINE' I I LEFT END VIEW H-3--O---1 EURO/NC BY OTHERS PLAN VIEW INTERNAL EN - II'STALLATION NOTES BYPASS WEIR\ Wj c/C MANHOLE. CA PIANT FSTAB7JsHMpm CONTRACTOR TO P80105 ALL MOOR, E00P4IEATT MI7TR4LS AM 282.09 - ME044 H/EENLSEO TO OfflOAD AND H/SUTL RAE SYS RAM AUD MN/UPACR/9ERS SPEER/GARRAIS, UVLEOS OT/ILPA/SU STATED /1 - - - - PEAK L M4NUFACTUSERS 2. UNIT RUST SE INSTILLED ON LE/EL EASE IA4VL1F/CTJPLR PECOMTEN9S A MI//MUM 6' LEEL ROOK 8/5E U//F/S SI'ECtr,/P UT r - THE PROJECT Ft/C/V/-FR. CONTRAUTOR IS RESPOR5IR/E [CR VEIPYING PROJ/-CT EPIC/USER'S PFMVPEMCED EASE SPEC'FIC4TIOVS. 4 CO VTEA TOP AL SUSALY AND P S/'L ALL ENAL 06/ NOCt/NO P PUT ALL PiPES MLI,151CL FL 050 07M It/SUE ELK Ac F 0 27677 E L CONCRETE (PIPES 6/PIVOT INTRUDE .-.- SE/Ct/P PLUSH) 1/PERT OF ie_ÔLIT - - - - - ----------.---,--- - OUTFLOW P/PS MUST BE FLUSH 6/7H DISCI-PRGE C/I/HOER FLOOR. ALL TIRES SHALL BE SElf CO WATER//GUT PEP A/1NUp1CTi}RrOKs ST.-WOA"D CGIINECTIOV 067/10 12'-0" 6* 8-(f S COVTRACTOR RESPONSIBLE FOR /NSTALLA 7/ON OF ALL P1055/ RSERS, MAV//LES, AND BATE/-ES. CONTRACTOR TO OFOLIT ALL MAN/-ELSE AND IJEVA T!PI VIEW RIGHT END VIEW HATCHES TO MATCH FWEHLD SIJRFACL UT EEL SUTL [V CT//ER/ISP 0 VEGETATION SUPPOID .AND INSTALLED 8/ OTHERS. ALl U,141-1 51 WITH VEGUTA TIC/I MUST HAVE OR/P 0/? SPRAY IRRIi/ATION SUPPLIED A/ID INTERNAL BYPASSDISCLOSURE: TREATMENT FLOW __(cr5) 0.346 7 CCNTFACJO/? PESPONSELE FOR CONTACTING LEO CL/-AN PUT' DIE DE//Cil AND CAPACITY OF THE PEAK IOIIVEYINCE METHOD TO BE P6/Ol4ER OPERA//MG__HEAD _(Fl) 34 ACTIVERON OF LB/lI EA,VUACTUPER'S N/PSI/I/P IS /00 WITHOUT AND A'P)VD 8) THE [NO//ERR OF RECT TV. PCI(S) AT P/-AK FLOW SR/LI LIE PROPER ACER 7/ON 8/ A 8.0 ClEAN REPRESENTATIVE ISSESUCO TO El/SURF NO UPSTREA/I FLOOD NC. PEAK H/P AND BYPASS PRETREAThfENT__ LOADING _RAJE_(QPM/Sr) 2.0 GENERAL NOTES CAPACITY S//OWl 0'I 0/-LA//INC ARE USED FOP CO/IS//CE 01,/V WETLAND_MED/A _LOAD/NO RATE (GPW/SF) 1.0 /AW!/FICTURER TO PRO/SF A:! A/ITERATE UNLESS OTHERWISE NOTED. f R/O6//UARY MV COAF7OLNDAP . t' - M WS-L-8-12-5 '3 "-C ALL ISMSVS.00i5 ELSA/IONS, SPEC/F/CA TIONS A/ID C/PA C/TIES ARE 5005/CT TO irWAPPd TT fT 'CUY T .. V., . -, - C//VICE FOR PROJECT SECF/C DRAW/HOE DEl/PINE C \'ACT O//'JVSIOVS /S'Cl/i.) - - - STORM WA TER BIOFIL TRA TION SYSTEM AND ACCESSORIES PLEASE CONTACT 86 CLEAN ALl,555/, IVAY. Th PiP I A?ortymCcs STANDARD DETAIL co z 0 Cl) -w I- a 0 - C/) w -i4 RI/S PLACED D;7.TON.'LL? -I--. >, /FluE1.D C . EP -- L_© _6' 00 C C FOSSIL F0 ' FILTER FRAME. AT / YH)or-1f PCUCHET H xELT -VO::' [AUL/E/F.R OAS EL C/RAT/I rFAME. - 'o (CR-ATE FIT SHOUT) [0 LI-/MIT) - / ,L _I _ CO/VIE/VT DPCR/ IF/LET. ... (B OT'EUT) TCT --- PAVEMENT 5)/F FACE. - (,E'Y OTHER':) FEE/P TO /IFt-)2 FF CH PQT OATH P/IC '1 5 C!TFR SI//I I/C. SE CT RET OF 2 -_ F5"LM[HT aS/V'PBtP FF (TI T1 ET CONCRETE //RU? fELL/V. ço-- 0TH/V/I) SECTION VIEW FloGard® Oldcastl& Stormwater Solutions Catch Biisin Insert Filter _I_______IOU_I_____oils'_7fl057525111t4e Pt Al-. 72 to 8 TP PIPE 01 0-Pr )TJ '1" 5' P 5- 86 5-'. I. 83' b 4 L/' I- -' ' I - MODEL INLET ID GRATE 001 COMl.IENTS FF-120 12'1<12" 15'_2/15' FF-160 /6'X 16 18'_2/18" GRATED INLET FF-180 1'X18' 202/20" GRATED F//I_El_- FF-183E50 18'X86' 18'2/IT' GRATED IN; FF-I836DGO 18"X 36', 182/42' COt/E)INATlC1NINLET FF-24i3 26'X24' 26_X26" COP_ElI/lET_- FF-2436S0 24"X 36" 2-1_2/_AU CO/FILL)INLET FF-240G0 24"X24' 18'i/VT COMPI7IATIGN INLET FF-2436DG0 24'X 36' 24'X/D' I COMBINATION INLET FF.36D(2 PIECE) 36"2/36' 3f1 2)40 000TET INLET FF-3648D 36'X40' 4)i"X48' GR.A1 Li EILh/- C 9 (9 - GRATE. // (Eo 01-IC/O/) OPTIONAL FOSSIL. PVC)-' A5SC/OI/5T C'TEHES Vi t FACH STAINLFC CIFH F I f/-///IMP I I iF 7/Ic-EVER 00K/P. POLYPP/Vt'Le)F C/V ,\T VI H. /VTEP UT/-HE/IT. -- I N/I I STAINLE ST/-EL PPORT /00 FACIC NOTES Filter Insert shall have a high how b -pas ksture. - C- FIller suppr'rt frame shell be conttruc'ed To Type 304 S. Filter medium shall be Foss//Peck ", petalled er.d \,J - eieteiped ii apcprdsne s-itT mapufc.I,jrr inne, 4. Storege cepacit,- reflects SC5t pt maxim ire poljps collc--ion CATCH BAT II. ----- ----. pd to Impeding Altering hypes-. (3' CT VERT; FloGard® 1111 Oicati& Stormwctter Solutions Catch Basin Insert Filter '__"-Id.___tile-,__CL _lRO1.sI"/Ifl057L. - /', LLLfl rtr. I flY____- ___"I - - -__IF!CJfl_INC.__ultfll5ffs'€fflEfl _Grated Inlet _Style FG-000/J _1 1_,it;/1J1TH__.5/SSISHEET_IOF _2 SPECIFIER CHART _-7 (D S.c 0 1 FOR STEP DETAIL - NOTES - N c-AL 1 114 /. T-iAL TOt N tDL,IL 10/CL 46/ L//C/S. 2 AL T/ 3 cHIT EL LET 0 (C - E0)D83'1 3 4 F/ElecT FOI-I/011-IIT.f V /167/ ICED 41/Fl -- 4 Del T U EL JI4D PLC I a Tel TNT /T Er-k - I - 4 FO/l/It) 1 .2' CCItT --OIFF CLIP C-f /1 1 EI C) AT TI/Ic I CT 0 AlT ° F C1^ 7l- EAL 55 C - 6 Cx CEC CC Cr / I C S (:~'IILIP EE L /V /'" JLFA - SECTION A-A TEI SET F I C Ic'; / LLE 21 LEGEND ON PLAITS P F 3/1/CT FIT ,ALOCE7IT 1) C' FT/uT /3/ "1 FED//ItT /1/ISLE 551T4L6 ILC°E. N . - cxc --/--- - SF1-I DIEGO REGIONAL STANDARD DRA'e\IING I-JL I'L ACDL". CflCI' 1, 7/IP/ PLEANI/HT HR -* _I ALC'- ,J S o Q 00 z G .E CL a NCS) 010 00 - 0 C.) C'-) 0 (-N C 10 ____________________ Grated Inlet Style jF0_c001 II L /L 0142 JCT .1/1F iPIS/IFEr 2 OF 2] I I - I - i MWS-L-8-12-6-3-C DETAIL NTS SITE SPECIFICDATA PROJECT N000EP 1000R PROJECT I/ARE 2051 __PALOMAR AIRPORT DRIVE PROJECT LOCAL/ON CARLSBAD, CA STRUCTUIIE 10 flOP B-I TREATMENT REDO/RE) VOLUME_BASED(CI) - FLOWB' TED(Cr5) 0.237 PE4KSYP45S REQUIRED (CUT)IF AD-S ICA OLE 4,95 DATA -_P/RE LE MATERIAL DIAMETER CARTRIDOE INLET REF 252.13 P/C /2' OUTLET PIPE 201.63 PVC 72' FPCTUEA 7/'PNT 00,9LT/?A7/0A' DISCHARGE R" ELEAAT/0V 1 28722 28722 287.22 SURFACE LOAD_j PEDESTRIAN OPENPtA/TEl? PEDESTRIAN ERA/APE COVCR3O N/A 024 WETL/NOMEOIA )10LULFCC7) 549 OP/LATESIZE(DIIINCHES) C£10/./9 NOTES- FOR TO LERIFY PEAK MEt (285.85) IS ACCEPTABLE AS IT IS FOUlS TO UPST-EAAf IT/TO/I B/SIN F//ISP 5./PEACE (285.82) I/EL WETLNOMEV/A /ER77CIL PLAJiT -' BED -. - -, ---. - - UNDL/W E5T4BL!SHMENT - . . -., /M4NHOW ¶ PALSIED I M4N/POW MEDIA UI/ID AREA PRE-ft TER EUi;THl/_r 6*HBJO INLET PIPE J oWLET PIPE SEE NOTES DRAIN DOFW/ LINE SEE NOTES LEFT END VIEW PLAN VIEW INTERNAL O. •. c/L BYPASS WEIR MADHOLE WALL r 287.22 INSTALLATICN NOTES 15 RISER FI~WFFI) TO Off 7,1`L~T_95' SPf-CROATIOAS, UNL'FSS ONi_74)SE STI.TEO IN - - IT -, 1. ; Ir ' Ut/V YUST BE I/F/TiLLED ON LEVEL PA/P. MINT PACTUELS M 645 PE,TOMOPN1 ,A ME//LAY 6 15/1_71 ROTA BASE LIt/LEVI 5' F/OLD BY 6.-_3 0 6* Ti IL PRO itCi Et/C/NEE/t. CONTRi4CTp S IS RFSPUNS0LL TO VERIIS 9 ' RIGHT END VIEW 1/POJECT E'IC/A'EEPS 1/EE0 V.YE/IPFO B-/SC SPEC/P'CAT/ONE 4 CONTiTACTO? TO SUPPLY AND IN/PALL ALL (2701/NIL COt/I/POT/NC ELEVATION VIEW PIPES. ALL FATES MUST SE FLUSH W7/-/ INSIDE SURElCE Or CONCRETE, (P/PiTS CANNOT INTRUDE LILT-V/ID FLUE--Li). IT VLTRT OP OUTFLOW PIPE MUST SE PLUS/I WITH DiSOPARGE cHAMBER FLOOR I NTERNAL BYPASS DiSCLOSURE ALL PATES SHALL BE SF/LEO 0/lISP 1/6OT PER A/AI'JFA'TUPFRS STA /0/SD CONNECTION DETAIL T' /F DES'Cl/ A/IC CAPACITY OF THE PEA;(C0!MTY-IVCE METHOD TO BE REV/SNOB 5. CONTRACTOR RESPONSIBLE FOR IVSTALL4 7/ON OF ALL RISERS, I/O APR00 VED BY THE St/cl//TREE OF RECOPO HCL(D) AT FE/K PLOW SF/ALL BE MANHOLES, AND HATCHES CONTRACTOR TO GROUT ALL MANHOLES AND AScITSSEO TO ENTIRE TO HPSTFLTAM P10301./C P74K F/IL AID 6/PASS PA TONES TO /,/A TCH RN/SHED 50FF/CE UNLESS SPEC/FED OTHERWISE. CA AC TV SF/C/I '1 0'.' DRAW/-ID 4PP USED FOR CULT/P/CE ONLY 5, VEGETATION SIR/Fl/El) AND INSTALLED UT OTHERS ALL I/tILTS W'//I VEGETATIOV MUST HAVE OR/P QP 5,C/P3/ /1/EDITION S/VOL/ED AILS LOW INFLOW PIPE DISCLOSURE: IIISTALLE0 8/ OTI/EPS. IT IS FECOL/YELDED THAT A SUFFICIENT VARIATION IN ELS'A lION BE/WESt! TI/S TREA7MENT FLOW _1CFS 7. CONTRACTOR PESPONSIRLE FOR CO/,'TA CT/I/O 8/0 CLEAN FOR It/LET AND CUTLET BE PROFILED TO AL/ 00' FOR ACCUMULATION OF 560 MI/VT IN OPERA//NC_1-l9D_(El) ACT/I47/0N OF UNIT MAWUACTUPERS WARRANTY IS VOID, LATH OUT THE PRE-TTEATIIE//T CO/HOER, FAILURE TO DO 50 WY RESULT IN BLOCKAGE PROPER AC/I;- 7/ON PYA 910 CLEAN REPRESENTATIVE AT I//FLOP PD//IT(S) 0/LOCH MAY CAll/F /16/TEE-AM FL000NU. PRETREATMENT LOADING _RATE (CPA//SF) GENERAL NOTES WETLAND__MEDI4 _LOAD/NO RATE(CPA//SF) 7. MA'/UFACTUPLIR TO PRO POE ALL I/-I/TEALS UNLESS OTHERWISE NOTED. I JEll c-/PlY A' i CUR/CF/NO/f I - - ... . . M VJS-L -8-8-5 '-6 2 AL D'OEICIiON5/ ELEVA Tilt/S. SPECIFICATIONS A/D CAPtYTI/ILS APP SIlO/EEl' TO tiP ICTL?MA7/IW PT."lPN/P 5 1/ILL ES7/L5PP IS ThIS StILL - -- ." - , -- -e'-a. --e Ct-TV CE FOR FeOJECT SPECIFIC OR//I Nc-S OF/TWILl/IC EXACT DIMFV SOIQS, /LU1iV ;. .-STORM WATER 810FIL AND ACCESSORIES PLEASE CONTACT 51Q CLEAN Asum ''4V kff MA.WP s-" Wr TiP -ArOINV CW^wm STANDARD DE) OUTLET STRUCTURE UNDERGROUND PIPE II 1 (A' AREAS) OUTLET STRUCTURE UNDERGROUND PIPE 2 ("U/ AREAS) ,,. -- - -- - - - - - - - - - - - -, - - - - - - - - -------I < 8 0 8 o a' 3 I I 0 C C.< '0 II) LQO I I I I alo I I I I t If" C :-:::-: " : _,,I) lrj , I C ft. I... C I r' Q0E . 2 .'21 I .- I 0c7rs - D -3 I, ,. ___ I lnvrrs 1.2 IL I I InerrO LAO I I I I I I I I I I I I I I I I I 274' I 0r4 re -I' 2 3I/ I I wa / boendmy HORIZONTAL PIPE ii I I i 'vs. Foundei-1' HORIZONTAL PIPE 21 L D -- -48';Llzoft. D=4W/It,=loft. ------------------ Note: Th or, ices wi/l be drBLIT iris thin wII (u Thor etdillx or ceecretcl otcIe5 in tide SICNTOIC 1101Cr lb. or see w 'I ir" I led 'r'e tin w / I er Ire CISC C concretsl / CleF/P li the ,PCL6)11)T wers h F/ps 0.x(115r7C1 TN5 ,4all WIlt SEpIrASC the show from i/n CliP/OW, 11,-WI) v. cp. -1-' OTt' Ii ."'r'w r om thr out/I. --- Z ORIFICE CROSS SECTION O-RIFICE CROSS SECTION co 0 00 01 STORM DRAIN CLEANOUT "TYPE B5" •..j o BIO CLEAN SCREENING FILTER FOR USE IN GRATE INLETS - - - 0 - - NOTES: 1. ALL HARDWARE, FNE, FRAME. 50r:EN" BE L LHYO6OCSI3ON 5C711 BE C CI7M'L, PeP/Ice LI 10 1-li FLEE" FP/I'L lOCH P/Ill C /L .CI1tC. P o L't-' ON THE .55CC 0PFA, FE ACIF'-" FEC - - - - ,- , - 7, - PCiPEil'F. C 5T- Cm /N MCI -. LIlt' S TT'ciiiP' FcC/I' CDI AT FE I 0 PTRLT 4 lIFER UTP,I1D/R 4.8 CU-10Y IA 'L PLC TiPs/I IT' F". - ci i/it-C i,l4J CII - 7/C ES Ire 155 O/III 5CE5 F C ON, t Fl-" A IerEri Fall- 'I Or ci 7 001180-F' A ' OLL TEEs I' Di. [ONII ' DLI 1' -r FILl-ES. F S DNCUE A,: r BAtD O/ [V HALF Etc-c-. I.ON(YTE STPUE.TUt/E P°LO sts'a-ear , '[O - MODEL It P U EL '3 3//-0) tOUTS -- - .EPOLBON T1hJ/V1/"fLI5LO; tT5B 658 614 -'--1 - CCIII' U......1.. SHAL LI 5.31 Ca wj Rtil - FiRFTE -I-'I S , ~J L0/1I L PELI J I U/I5/LC _ 3 ---:-. ..TFFL SAVIO/ITE-MLS 10.15 /005 898 659 4/6 ' "N1 p TL 3IrIF U CL 1253 445 - - 'LI0_'I/iATE.N.1LI 10.94 1745 5.39 StEPs' I 1-1 - I' P - Il i- IT. ITE ,,rED/,/ ' nt-' CALCULI It-li 76/NC F 'I C - All,LEY OTALL ELiK SCHEF-l/-TiC OO/C,4P 40/5/' - DRtlk'ThP RiO pEts- 6i147r IivLri t-1L ret- St PilLS T -1 l IL Ft-LEVEL S'RF'NING AL h'...L"L 0148 I • It 87/) CLELIr V,Pt LI rio B 0 Clean A'S VIA rc C/PF1 TOE" '177/8 ('4 Al"35 FI"014E' 750-43:-41 t-A" 7E -13? 76 -' A Forterra Company l,15L' 141111/ ,'1l(E P "0 St-t'Lt%' 71, DRIFTER' FI5 55,11,7 'IE' x jC.IPI 75' .2cC P.401 iMWS-L-8-8-5'-6"-V-HC DETAIL CLASS 1 OR 2 MATERIAL PER SAN flIF(O REGIONAL STANDARDS 73 w BIO-CLEAN FILTER FOR GRATED INLETS PLACED lAND COMPACTED PERFORATED DETENTION DWG. NO. D-10 SHOWN ON SHEET 11 S i- °< IN ACCORDANCE WITH I rPIPE SEE DETAIL ON 3/8" THICK 316 STAINLESS 0 ' NTS - ASTM D2321 IN PIPE ZONE I SHEET 4 FOR BMP A-2 STEEL MATERIAL ORIFICE PLATE I' BOLTED TO INSIDE WALL OF CLEANOUT STRUCTURE. ° >- -NOTCH SEE DIMENSIONS AND IMPERMEABLE TA / 60" INVERTS PER DETAILS A-2 AND LINER SEE B-2 SHOWN ON SHEET 11 SPECIFICATIONS 11 6" - ON ADS DETAIL -48" DIA ADS DETENTION PIPE U) ON SHEET 4. I t - DETAILS SHOWN ON SHEETS 12 & 13 Q -3/8" THICK 316 STAINLESS STEEL - I o MATERIAL ORIFICE PLATE BOLTED TO INSIDE WALL OF CLEANOUT STRUCTURE. DETAILS A-2 AND B-2 (TYP) SHOWN ON SHEET 11 1" CLEAR P0.625" OR 5/8" TYP HOLE, 18 TOTAL NATURAL SOIL (OPEN BOTTOM) (N D C) C-4 C-4 DETENTION/INFILTRATION PIPE SECTION OUTLET WEIR STRUCTURE WALL DETAIL V-N- QD 35 4 BMP A-i 3 BMP A-2 & B-2 z - 0 f DETENTION PIPE U) z _j LJJ LLJ Z) C14 UNDERGROUND SERVICE ALERT rn S Call: TOLL FREE 1-800-422-4133 KNOW WHAT'S BELOW, CALL BEFORE YOU DIG. TWO WORKING DAYS BEFORE YOU DIG No. E. 12_31_20))) UNAUTHORIZED CHANGES & USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CON11NUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. ENGINEERS NOTE TO CONTRACTOR: THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES, PIPES, AND/OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL ASCERTAIN THE TRUE VERTICAL AND HORIZONTAL LOCATION OF THOSE UNDERGROUND UTILITIES TO BE USED AND SHALL BE RESPONSIBLE FOR ANY DAMAGE TO ANY PUBLIC OR PRIVATE UTILITIES, SHOWN OR NOT SHOWN HEREON. IF THE CONTRACTOR ENCOUNTERS ANY DISCREPANCIES, CONFLICTS OR AREAS WHICH HE FEELS UNWORKABLE, HE SHALL NOTIFY THE GRADING ENGINEER IMMEDIATELY PRIOR TO CONTINUING OR DEVIATING FROM THIS PLAN. Lau: OM dw?2wZ • I aooaaa - 31 OF 5 U —___ _____ ___ — —. --______________ _____________-_______________________________ SDP 2019-0009 U. I 0 BILL OF MATERIALS ILL]CN NOTES TI I L OCHIPONENTS ND Q'UNT1T I ES LISTED HERDN ARE NOT INTENDED TO RE A COMPREHENSiVE MATERIAL UST, EXTRA COMPON N FS, NOT LISTED HEkO, MAY RE NECSYFY TO CoPLRTE TFI CONS1 MOTION O THE SY THE ShE DESIGN ENGINEER iUST REVIEW ELEVAT! ENS AND IF NECESSARY ADJUST GRADINO TO ENSURE CL Th F1PE COVER REQUIREMENTS APE MET. PROJECT INFORMATION ___ C!NEEED TRAVIS ANIONISSEN 1 1 END CAP-1 48 END CAP HDPE ADS SEE DETAIL CONMOER EFFECTS OF POSS!EI SATURATED SOILS ON THE RETAINING WALL S INTEGFJTY > ___ ___ ___ ___ OS RR0000T 91S27B86 2 3 4801AN 43 END CAP HOPE ADS SEE DETAIL • ThE STE DESICN ENSUEER lUST REVIEW THE PRO TV GE THE PIPE TO THE SLOPE JD CDUIDER — MNEOER TRAVIS ANTONIS NEPDSPIPECOM - ITEM - PAL ft _AATE)/L VNPQft. JQI THE SD E DES SIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE PIPE TO THE RETAINING WALLAND 3 2 STCK1 43 PIPE STICK PEISE HOPE - ADS SEEDETAIL ESIECTSOFPOSThLESATURATEDEO SCINTHES!OPESINTEGRTY. uJ ALLAN WARBRIE 11 U SIZES AND INVENTS TO HE VERIFIED BY THE SITE OESIIJN ENGINEER PRIOR JO FABRICATION- 0 _ ADS SALES PET 7GE330-0745 4 2 STICK-2 4SPlPESTICE:PERF HDPE ADS SEE DETAIL NOT FOR_CONSTRUCT1ON THIS YOt 51550 LE5NS NS PLlP' ;555 ONLY 5) EE'.-5 < LLLLL __ _____ ____________ ______ ______ ____________ 4 48R1-OD2(B 48 PIPE SRICK:PERF __________ HOPE A5 STIR cST -mr (.JMESB5OP; EVOLUMECANRE 5SF AEDON SITE PROJECT NO 515E556 ____ 4 4SERAA SPLIT6AoiJrR ADS NO1SHOV?N ADVANCED DRAINAGE SYSTEMS, INC. _____ I T8ElYENGINEER THERM OPLASTICLINER _ PER ENG. AS SPECIFIED OTHERS AS, NEEDED INCREASED SISE STONE REFTH-DA$ED ON EN(,;INEERS HARK LIP, 1 1815M 18WT BELL-BELL COUPLER HDPE ADS NCTSIICVN 0 -J •• •: • <• 0-. (N Q 2"051 PALO M AR AIRPORT RD (BMP-A2) • • 0 w CARLSBAD, CA ':5 0 CO LU a • • 0 it NOTES - - — - F ALL ELEVATIONS DIMENSIONS AND LOCATIONS OF RISERS, INLETS AND OUTLETS, SHALL BE VFR PIED BY 1 HE ENGINEER PRIOR TO RELEASING FOR FABRICATION. SYSTS[ IS UT[LIZII-iO A CONTINUOUS OUTFALL STRUCTURE, THIS SPECIF CAT1ON GESERBES ADS RET E[4T1ON/DETENTION PIPE SYSTEMS 501 USE IN NON-PR:SEILRE GRAVITY-FLOW STORM WATER COLLECTION IN SFru r ONS VJHEPE A FINE-GRAINED BACKFILL MATERIAL IS USED ADJACENT TO THE PIPE • t SYSTEM. AND ESECIALLY INVOLVING GROUND WATER CONDITIONS, CONSIDERATION SHOULD TIPS 1IUOiASENV'TS BE GIVEN TO TI-IS USE OF GASKETED PIPE JOINTS. Al THE VERY LEAST THE PIPE JOINTS SHOULD ADS RET:rIoN DETENTION SYSTEMS MAY UTILIZE ANY OF THE VARIOUS PIPE P ROD LIOTS SELOW • BE WRAPPED IN A SUITAPI E. NON-WOVEN CEOTEXTILEABRIC TO PREVENT INFILTRATION OF - N-iS STIB RISE PER AASHTG) SHALL MEET MSHTO U 24, TYPE S ORASTI.I FEE(S) FINES INTO THE FIFE SYSTEM. • N-12 STIR PIEIPER ASTM F21J81 SH\LLMEEY.ASTM F2G45 — N-12 MEGA GREEN • STIR SHALL MEET AS TM F2E4 B) CONSIDERATION FOR CONSTRUCTION EQUIPMENT LOADS MUST RE TAKEN INTO ACCOUNT.z 0 JbI All PRODUCTS SHALL HANF A S[1OOTHIMTEP I OP AND ANNIJLAR EXTERIOR COP SLIGAI IS. ALL ST I H POE PRODUCTS ARE AVAIL APSE AS THERMOPLASTIC I- Clil, NON-P ERr 0 RATED. WTIE; PIFIZ P," ODJcT~ ARE ONLY AVAILABLE A,., NON-PERFORAIED. PRODUCT-SPECIFIIC MPESPLCIMCATIONS ARE 4) ALL PIPE DIMENSIONS ARE SUBJECTTb MANUFACTURERS To BE USED ON TOP AND SIDE'5 OF SYSTEI'A ONLYI AVAILABLE IN THE DRAINAGE HANDBOOK SECTION 1 SPECIFICATIONS, SEE TECHNICAL NOTE 6.50 F PROVIDED BY OTHERS) 5) ALL RISERS TO RE FIELD EXTENDED OR TRIMMED TO FINAL GRADE. JOIT FL/UN [ND i SOIL-TIGHT (STIBI — - STIR PIPE SHIM LEE JOINED USIUDA BELL AND SPIGOT JOINT. THE RELLAND SPUQOT JOINT SHALL MELT THE SOIL-TIGHT REQL1REMFNTS OFASTM NI SERVICING CLEANOUT&JUNOTIO - - • — THE UNDERSIGNED HLRBY.APFROVES THE ATTACHED PAGES. STRUCTURE PER >< PER DETAIL ION SHEET IS) 2 ot -CO w - o_ CT THE PIPE. GASKETED SOIL-TIGHT COLPLINS BAND CONNECTIONS SHALL INCORPORATE A CLOSED-CELL SYNTHETIC EXPANDED RIIBEUP GASKET I I MEETING THE REQUIREMENTS OF ASTM DI 05C GEADE 2A2. CASKETS, WI-IEI-I APPLISAP.LE SI IALL RE INSTALLED ERTHE ORE I IANLJFPCTURER, CUSTOMER DATE 17 wF IT I --- FITTINGS SHALL CONPORM1OASTM FSEOG AND MEET JOINT PERFORMANCE IND CAJID ASOVE FOR F TTINIGS CONNECTIOHE CUSTOM Fl 1P4QS ARE • - — 5W IL/PiLE AND MAY FOOL/FE SPECIAL INSTALLATION CRITERION. 0 - - 0 -1- (-'I IRETAl I Al ('UI - C INSTALLATION SHALL BE IN ACCORDANCE WITH ASTM 02321 AND ADS ESOOMN1ENUT U INSTAl SATION GUIDELINES, WITH THE EXCEPTION THAT MIMMUi ° 2 CC/ER IN NON-TRAFFIC AREAS FOR 1-6 INCH I300-1500 mm) DIAMETERS SHALL BE 1, FT (RE m( MINIMUM COVER IN TRAFFICKED AREAS FOR 12-36 INCH (3UO-ROLl rnml DIAMETERS SHALL ES 1 FT 10.3 m) AND FOR 4260 INCH (1 lAD 1500 m-n)DIAMETERS, THE 10 N MULl COVER SHALL DES FT 100 ml BACKFILL . C - SI [ALL CONSIST OF CLASS I COMPACTED OR CLAUS 11 (I IIMIMLI[/ RUT- SPDI ElATE RISE, V.11TH THE [KCPPT1ON THAT ED INCH (150 mm) SYSTEMS SHALL 0 0 )EE CLASS I MATERIAL ON Y Il(N1MUM COVER HEIGHTS DO NOTA0001JNT FOR PIlE DM00 NON, REFER TOADS TECHNICAL NOTE 505 "PIPE FLOTAI ON' FOR RUOYANCY DESIGN CONSIDERATIONS, "AXIMUIA COVER OVER SUDLI U USING S5I-MIEAFS) DACRFILL 156 FT (2/ rn CONTACTA 725 REPRESENTATIVE WHEN MAXIMUM FILL HEIGHT MAYBE EXCEEDED ADD TIUNAL INS TALLATION REQUIREMENTS ARE PROVIDED IN TI-S DRAINAGE HANDBOOK SECTION 0 'RETENTION DETENTION'S E . 15 ______________________________________________________ - 'I -I-- Q - C-< ILI °E 0C N 00 STOPUWATER MANASCUENT SySTEM FROM CONSTRUCTION SITE RUNOFF -MO- O ADS RECOMMENDS TI-IC USE O "FEEXSTQRM CATCh IT' INSERTS DURING 0 CONSCRUolION FOR ALL INLETS TO PROTECT THE SUBSURFACE • -------_------_----- m.D --_- - - -< uO - -A '--'-- 0)0 S Z° CC —c <0 00 SHEET 1 At: INC,2 OF 10 -• ___- ____ _____ 5 --F 0 48' PIPE STICK: SOLID W/ 48' INTERNAL WEIR PLATE W/ (3) GUSSETS *SEE ORIFICE DETAIL NO.1 ON SHEET 11, DETAILA-2 CL CL 8 NON (SlOVEN C ADDITIONAL INFORMATION ON ORIFICE PLATE. 7 GEOTEXTII B 0 43,2 (INV-INV) — - 30.4' (INV-CEN) -I FULL STICK EARTH 15.5k (INV-CEN) ON SHEET 12 AND PROJECT SWQMP REPORT FOR I- C) Z •" _______ (NO SPIGOT) 23.211 (INV-CEN) ---i 0ci . II PLAIN N ____ ci.. uj 0 _t 5 U ø48"IB •7I'T -- E BELL < ND* ' - THERMOPLASTIC zz u a END* LINER - r- GEOTFXTILE _[ I All ANPLJLA.R - OVERLAP ON TOP SEVERAL 0 LNC.HI.STOANCI-IOR 0 fO _0 THEMOP_ASTICUNERDET(L_ • (1 J Ul> 4/4 __C14 "/IL/L FILL ML\TERIA( mo NON TRFFIG INS 2,11 TA1 L ___ 6 6 31 ______ - - ' - • _ - _0 _ 02-1/4 1-LAYER OF ADS CLASS I/Il MATFRIAL. -ICAT TPAFFC IN 3 ________________ N GEOSYNTHETICSAS -. - 13" ø48 INTERNAL WEIR W/ (3) " X3" GUSSETS Q I _____________________________________________ - --- __,_,_._____,;_•,,_-.--_-•-._-'S_ - ø3-1/4 _-_- _-_- H H U DESCRIBED BELOW, I ITEM#: 1 i FLEX PVMT) (RIGID PVMT( (GRASS AREAS — 28" _________________________________________________ _______________________ z Nw BETWEEN FILL AND 6 P is - 114 7 '(SE I- 114 o DED END PLATE W/ 8" STUB 43" PIPE STICK: SOLID W/ 48" REINFORCED Wr=L I LAYER OF: ADS GI-~OFIYNTFIFTICS N0N-V/n%.'FN G~OTF\Tlt AROUND C FAN CF JR-lED. ANGIJI AR STORE IN A & B LAYERS RUIN - - - - - *WELD VENT TUBESSHUTPRIOR TO SHIPPING STICK-1 J /" • - __________ L \~SEE PIPE SECTION K " EARTH OF PRECISE GRADING S 5-' FULL STICK I SIDJE OF THEPMOFLAS'IIC LINER SEE STORM1 CGHS TECH SI EDT ' 1 PLANS FOR HEIGHT OF : . 0 (NO SPIGOT) ' q FOR NONW'lVEM V/FIGHT NE O)MMLNDATIONS TOP AND SIDES ONLY. COVER TO PAVEMENT / -. ø48 N1iB *SEE PIPE SECTION DETAIL NO.4 ON SHEET 10 FOR ADDITIONAL - LINER SHALL BEIMPERMEABLE. • -_,L_--( -- • 5-_L,G0Si / •_-_"-___- - 3 'SECTION ______ 1" LU z ___________________________ _________________ -' H',' _ o w BELL , _, , DETENTION PIPE BACKFILL SPECIFICATIONS. - ' 1 -- C" z CLASS I OP P MAS F AL - - Ii L ' ' • - _________________ BEUD NO CLA$S I DRII MATERIAL) J z AOCORDANCEVI TH 04 SIJITASLE Iw3 - rnMI'-L RON 4 (1200 mm) PIP 9 0 < (N PLACED AND COMPACTED IN N ASTM 02121 IN FIFE ZONE FOUNDATION J - 0 z o Id z w Z LJ_c[_<<<o - z zo j UJoW> I- WUJW UJ c,WJa 'MAXIMUM FILL HEIGHTS OVER MANIFOLD FITTINGS. CONTACT MANUFACTURER'S REPRESENTATIVE FOR B Ui 0 _J 0 < 048' REINFORCED WELDED O u 0-0 O)g END PLATE W/ 051 HDPE STUB ITEM#:2 • -j INSTALLATIONOONSlDERATSN0WFiENCQVERECEFDSUFTI24m), <H C)Z (ECCHIGH) OTY: 1 0 NOTESI 0 __ L() Zs 04 STICK-2 1. ALL P,EFSRENCESTO CLASS IORII MATERIAL ARE PER AS 57M 8, 5CDpNJ SUITABLE MATERIAL SHALL9ECL/'SS DPII.THE w 0 H' 'STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF CUNTHAUTOR SHALL PROVIDE DOCUMENTATION FOR lI/lIED NI 48" PIPESTICK: SOLID W/ 48" REINFORCED WELDED END PLATE AND 18" STUB 48" PIPE STICK: SOLID W/ 48" REINFORCED WELDED END PLATE AND 18" STUB 0 APPL CETIONS' LA'LEST EDITION, ENL/NEES, MINIMUM BEDDING Tu-IlONNESS SHAd L BE 4 [CS mm) FOR THERMOPLASTIC PIPE FORSEWERSAND OTHER GRAVITY FLOW • SPEC lIGATION TO ENGINEER. UNLEESOTHERW 5(5 NO--TED B" 110 z 0 2.1: 120.5" Ø ' HDPE STUB ___________ 2. ALL RETENTION AND DETENTION SYSTEMS SHALL REINSTALLED I 0 ° MANUFACTURER '$ PUBLISHED INSTALLATION GUIDELINES, THE PIPE TONE EXTENDING NOT LEES THAN 0' L152 mmi ABOVE _________(FOG LOW) END PLATE - ' - , - CROWN OF PIPE '[HE CONTPACTOR SHALL PROVIDE to 0 O_ 19 0 89.1" Z 3, MEASURES SHOULD BETAKEN TO PREVENT THE MIGRATION OF DOCUMENTATION FOR WATER AL SPEC1FICATION TO ENGINEER > ' N B NATIVE FINES INTO THE BACKFILL MATERIAL, WI lEN TJECUIRED, MATERIALS FALL RE INSTALLED AS REQUIRED IN A-SILl 1)2321, H' Lt) 048" WTIB 16"SEE ASTMD2I2I LATESTERTION DO Q I / SPIGOT / AS / 4. FILTER EARl/IC; A GEOTF-X' IL F FABRIC MAY BE USED AS SPEC F-lED S. CC'VEP MINIMUM COVER OVER ALL RElENT ON/DETENT ON O3 BY THG NEED TO PROENT THE U ORAT ON OF FINES FROM SYSTEMS IN NON-TRArFIC APPLICAT ONE (GRASS OR LANDSCAPE I • ' / THE NATIVE SOIL INTO THE SELECT PACKSILL MATERIAl. AREAULIS 12- (305 mm) FROM TOP OF PIPE TO GROIN-Il ShOE ACE FE I ' • 5, FOUNDATION: WHERE THE TI-ENCFI BoTOr-1 IS Ul-ISTABLE TI-IS FORThATF CAPPLICATIPILA, MINIMUM CO/FR IS i' (105 mni)UPIO CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED RN THE 36"1900 mm) DIAMETER PIPE AND 2/ (610 mn (OF COVER FOR 42-60" - I / - .• / ADD TONAL COVER MAY BE RE/ElI PIED TO F-RFVF,N r FLOATAT 01-I, ENGINEER AND REPLACE WITh SUITABLE MATERIAL AS SPECIE ED (1050-I500 mmI DIAP.OTER PIPE, I,'EAS!JRED FROI-I TOP CT P FE TO S THE DESIGN Er-G NEER, TFT TRENCH DOTSOM MAY CE STABILIZED MAX1NUL.'l FILL HEIGHT SIR TED TO F1124 mIOSOF SITTINGS FOR BY THF ENS NEER AS AN ALTERNATIVE AND AT THE DISCRETION CF DO TOM OF "SEX USE PAVEMENT OR JO TOP CE RIGID PAVEMENT, 16" a US MG A GEOTEXTILE MATERIAL, STANDARD N4ETALLATIONS COEPAOTA SALES RERRESENTAT1'-E • N H' ___ • 81 31"WHEN MAXIMUM FILL BElLE-ITS EXCEED 6 ET(2 $ M) FOP, tU INSTALLATION CONSIDERATIONS. • • ' H 0413" REINFORCED WELDED 018" HDPE STUB IjMi~- 4 ITEM#:_3 _____ (N (N U) END PLATE QTY, I (ECC LOW) QT( I •_ 4 SHEET • 4SHEET4 ' CD STICK-4 STICK-3 03 CL p-N 03 (I) 0 wow5uiZ I-WF->HcID I UNDERGROUND SERVICE ALERT 1 IUNAUTHORIZED CHANGES &USES: 1 IENGINEERS NOTE T0 00NTRACTOR: 1 I < < 0 I THE ENGINEER PREPARING THESE PLANS ,ILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES, PIPES, AND/OR I I CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE I I STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF Call: TOLL FREE APPROVED BY THE PREPARER OF THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO I I I WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO I j EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR I aaoaoa - , I I OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE I I UNDERGROUND UTILITIES TO BE USED AND SHALL BE RESPONSIBLE FOR ANY 4 EXP.12-31_201 KNOW WHAT'S BELOW. I I TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR I DAMAGE TO ANY PUBLIC OR PRIVATE UTILITIES, SHOWN OR NOT SHOWN FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL HEREON. IF THE CONTRACTOR ENCOUNTERS ANY DISCREPANCIES, CONFLICTS I CALL BEFORE YOU DIG. 2-, civu. LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING j I OR AREAS WHICH HE FEELS UNWORKABLE, HE SHALL NOTIFY THE GRADING I NOMINAL NOMINAL I sTs ND/lED TYPICAL SIDE MIN. H MId H MAX, H' DIAMETER OD j SPACING '0' (SALL"X"N-T R Of cp TWO WORKING DAYS BEFORE YOU DIG LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. ENGINEER IMMEDIATELY PRIOR TO CONTINUING OR DEVIATING FROM THIS PLAN. OF A FFIC' (TRAFF C) _ 45" 51" 78.5' 12" 12" 24' B' (1250mm)- _(1372 liii ) j, 1133') mm) _(457 mml (3SA mrnl _B1Omrnl _[4 ) SDP 2019-000 PROJECT INFORMATION ENGINEERED TRAVIS ANTOMSSEN PRODUCT 549-23E-E966 MANAGER: TRW SANTON [SSENADS-PIPECOM ALLAN WAR SRICK ADS SAL OS REP: 760-3'M746 ALWARDRCK@ ADS PIPE,CQM PROJECT NO 5159576 ADVANCED DRAINAGE SYSTEMS, INC. 2051 F-10"ALOMAR AIRPORT F)D (BMP-132) CARLSBAD, CA - - - - - BILL OF MATERIALS - -THE COMPONENTS AND QUANTITIES LISTED HER--SIN ARE NOT INTENDED 10 SEA COMFREI-FENSUVE MATERIAL LIST. EXTRA, COMPONENTS, NOT LISTED HE--REIN, MAY HE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM ITEM OTY PART DESCRIPTION MATERIAL I VENDOR I NOTE -i 146'_ PIPE STICK: SCUD SEE DETAIL 2 1 __STICK PIPE STICK: SCUD I_SEEDETAIL 3 _1 2 _SILO)___2 4565-00201B 48' PIPE STICK: SOLID HDPE __ADS HOPE J_ADS j _ADS WFIB I _TBD BY ENGINEER ADS GEOTEXTILEFABRLC - AS _ASSPECIFIED I_ ADS TAs NEEDED /cs ET PrE 2STE SPECCATO ALL ELEVATIONS DIMENSIONS AND LOCATIONS OF RISERS INLETS AND OUTLETS SHALL BE VERIFIED DY THE ENGINEER PRIOR TO RELEASING FOR FABRICATION, THO SPECIFICATION D ORIBE ADS RETENTION DETENTION DIP $TEI`21s FOR USt IN NOF-I PPSF U S CR LJIT PLO SCPM WATER COLLECTION' SYSTEMS UTILIZING A CC TII LUOUS OUTED-C L STRUCTURE IN SITUATIONS WHERE A FINE GR-UNED B *CKF LL NATEPIAL IS USED ADJACENT TO THE PIPE SYSTET AND ESPECIALLY INVOLVING GROUND WATER GONDONS CONSIDERATION SHOULD souorsENIS BE OHEN TO THE USE OF GASKETED PIPE JOINTS AT THE VERY LEAST TIlE P)PE JOINTS HoULD ADS PETENTI0NDETLNT1ON SYSTEMS ?,.,lAY UTILIZE ANY CF THE PAPIOUN PIPE PROD FETE CELO I WPJ-PPED IN A SUITABLE NON WOVEN GEGTFXTILE [ASPIC TO PREVENT INFILTRATION TATION OF N-12 WiSE PIPE I'ER AASITO) SHALL LEETAASHTO M 294, TYPE S OR ASTM [2306 FINES INTO THE FIFE SYSTEM 1Q12 SAND PIPE (PER ASTM 1`2E46) SHALL MEET ASTM P2648 N-1 2 ME(-,A GREEN WiSP SHALL MEET ASTII FE613 3) CONSIDERATION FOR CONSTRUCTION EQUIPIIEN1 LOADS MUST BE 1AKEN INTO ACCOUNT ALl r (100(0 SHALL HAVE, A OOOTH INTERIOR AND ANNULAR ENTFPWR COPHUCATV3N -EL CTE PIPE PRODUCTS ARE AA- I) API 5 A PERrORATED OR lION PEPEORATED V,113 PIPE FRODUSTS FF5 ONL S A A ILACLL AS NA N PIRLORATCO PRONUT SPECS- IC PIPE SPEC! TIDATIONS ARE 4 ALL PURE DR ILNSIDNS ARE SUBJECT TO MANUFAGTIJ RERS TOLERANCES AVAILAHI F IN'UF UPINACE FIANDBQOK'ECTION 1 SP'CLFICFT1DNO ' PERFORMANCE ) ALL PEEPS TO BE FIELD EXTENDED OP TRIMMED TO FINAL ORADE ROE WATECTFG-HT)V'TEIDF: WIlE PAP SHALL BE JOINED (ONE A DELL AND SPIGOT JOINT THE OsILT DUAL I- HE A RPTICHTA000UJDING To THE PFLSUIEEMFNTR OH ASTM B'012 THE UNDERSIGNED REPEl APPROVES THE ATTACHED PAGES. GASKETS SHALL MEET THE RECUIREMEFUTS OF ASIM F477. 12-0 INCH (3(0-15CC irns DIAMETERS SHALL, HAVE A BELL REINFORCED WITH A POLYMER COMPOSITE BAND THE BELL TOLERANCE DEVICE SHALL OS INSTALLED BY THE MANIJEAC71JI1RER. PIPE AND EWIINO CONNECTIONS SHALL BE WITH A BELL AND SPIGOT CONNECTION UTILIZING A SPUN-ON OR WELDED HELL AND VALLEY OR SADDLE GASKET THE JOINT SHALL MEETThE VV,,%TERTIGHTEAOUIRFN1FTS or ASTP.1 M212,AND GALAFAR SHALL EPET THE RESUIRES ENTS OF ACTM rrs CUSTOMER DATE DETENTION SYSTEMS ARE SUBJECT TO GREATER LEAKAGE THAN TYPICAL SINGLE REIN STORM SEWER APPLICATIONS AND THEREFORE ARE NOT APROPRIATE FOR APPLICATIONS REQUIRING LONG-TERM FLUID CONTAINMENT OR HYDROSTATIC PRESSURE FOR ADDITIONAL DETAILS REFER TO 1 P01-1 50 E NOTE 701 RAINWATER HAPVE'TING WITH HERE PIPE CISTERNS', F fl H C C 000NGS RI ALL COE FORM TO AETNI P2306 AND MELrJOI T PEREDEr lANCE INDICATE 0 SCONE FOR FIITLrOS CO NECTONS CUSTOM FITTINGS ARE AVAILABLE AND MAY REQUIRE SPECIAL INSTALLATION CRITERICN - NSTALLATiON IND'EALLATION SHALL IN ACCORDANCE WITH AXiS I D2121 AND ADS RECOMMENDED NT4 LATION CUIDHI INES, WIN THF EARFETION THAT MNIMU COVER UN NON-TELAFFIC AREAS FOR 12-00 INCH 1300-1500mml DIAMETERS SU- MILL OE I FT(0.3 rn) MINiMUM COVER IN TRAFFICKED AREAS FOR 12-36 INCH 300-000 rnrnl DIAMETRS SHALL, BE 1 FT (0.3 m) AND FOR 42-60 INCH (1030-lAID rnrn) DIAMETERS, THE MINIMUM COVER SHALL EU 2 FT 06 w) BACKFILL SHALL CONSIST OF CLASS I ICOMPACTED) OR CLASS II MINIMUM 250 SF-U) MATERIAL, WITFI TI-IC EXCEPTION THAT 60 INCH 11500 pimi SYSTEMS SHALL USE CLASS I MATERIAL ONLY. MINIMUM COVER HEIGI-ITS DO NOT ACCCJNT FOR PIPE BUOYANCY, DEFER TOADS TECHNICAL NOTE 305 'PIPE FLOTATION" FOR PUGYANCI DESICO CONCIDEEAIUONS IAJpIIJM CO'/EP OVER S'STE S USING STANDARD BACK FILL IS B FT I2A m) CONTACT A REPRESENTATIVE WHEN MAXIMUM FILL HEIGHT lIAR RE EXCEEDED. ADDITIONAL INSTALLATION REQUIREMENTS ARE PROVIDED IN THE DRAINAGE HAN DBOOK SECTION 6 TETENTIONDETENTION', ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT' INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT IRE SUBSURFACE STOELUWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF, . . . .. NOTES THE SITE DES EN FNGNFER MUST REVIEW ELE ATIORS AND IF NECESSARY AD ST GRADING TO ENSURE THE RIFE COVER REQUIREMENTS- ARE MET. THE SITE OCSLCI-F ENGINEER MUST REVIEW THE PROXIMITY OP THE PIPE TO THE RETAINING WALL AND " ' CONSIIEE.R EFFECTS OF POSSIELE SATURATED SOILS ON THE PEI TAII-'IING WALLS INTEGPJTY, CD - TI-IC SITE DESON) Er'LGIHE PR MUST REVIEW TILE PROXIMITY Or THE PIPE TO THE ELOPE AND CONSIDER EFFECTS OF POESIUSLE SATURATED SOILS ON THE SLOPES INTEGRITY, u STUD SIZES AND INVERTS TO BE VERIFIED BY THE SITE DESIGN ENGINEER PRIOR TO FABRICATION. 0 NOT FORCONSTRUCTiON: 1,H3 LASC1'JT US FOR DIMErISIOF-JAI, FIJRPIOSES ONI '(TO PROVE -- S CO EL A THE F LOUt F- flCiF' OF LOL EAIL P[ A F LED Os S TL V ----H -- Co I- CD -C U c-V_I -V -V LU -V -V C, -V -V 70 -_- - 701 — 13 ETCAVATIOII L11111E (T'Pi -V - AUSCrQ TEXTILE FAP IC c SERVICING CLEANOUO JUNCTION / (IF REOLIL ED PEY SITE DESI N N01\ECR) S1RUC1UREPIER -V S - - - - - - PER DETAIL 1ON SHEET IS) -V 10 1 L o LU — II 5Tfl C -V I-- SHEET 20F4 C 0 -U:: IL 00,) 00 — 0 — 0 N 00 0 0 C 0 ' '-0 LO LL --V c III 00 > Lr).. .2 '-I-- 0N a) 0) '-N 00 c< 8 01: 00 OQ (NE o 00 o d 'q Oc '0E II) a..< LO 00 <.2 00 •. a I- - 01 —_— NNW I' PIF 5TIK SOLID WI 45' INTERNALWEIR PLATE '! 13'i GUSSETS *SEE ORIFICE DETAIL NO.1 ON SHEET 11, DETAIL B-2 ' - ON SHEET 12 AND PROJECT SWQMP REPORT FOR CL __ Zr - 432" (NVINV) , ADDITIONAL INFORMATION ON ORIFICE PLATE. I 30.1' irjv-cin I FULL STICK 22.9"(INV-CEN' -.-.J j (NO SPIGOT) L5 ç 1 3" NvC ___ I PLAIN ', 11 ø'i" WTIB C [ND .. I BELL 01 CL jz 7.1 3.1 02 5" " - -' 13' '---' ITEM 1 OS INTERNAL WEIR Wi(3) lIZ X 3' GUSSETS or' I - ' V I "WELD 'VENT TUBES SHUT PRIOR TO SHIPPING STICK-1 . 48" PIPE PE STICK: SOLID W/ REINFORCED WELDED END PLATE VP 8' STUB C H 141.5" . -'•I H- VVTIB SPIGOT Mp'pArnI1iI --- IIIIWUJJIILWJLWJLWIUJIJ\ - . .... 048' REINFORCED WELDED -- END PLATE W/ 08" HDPE STUB ITEM 2 (ECCHIGI-{) QT(: 1 ST[,-,K-2W - - -z a FE w r .1- ______________ F -V'S b I- H z (I)Q F- uJ Q uj CD I— z _2> <° w L_ I LU r LIJw ><<im L.J O ry — 'cf< LO CD (ThO - >-,- Q Lo C\J - --- - -- - --- - --- ----- ---- F a. 0 (0 Co CO 0 _0 5 ADS HDPE TRENCH DETAIL FOR BMP B-2 NTS CLASS II AGGREGATE BASE MATERIAL - S I flPAL BACKFILL --- C) IA IKI Tt'\ - - '+ IVIII'I. '..AJVIr I¼J 24" {f) -- w - INN C00'ERTO hA MT Li PAVEMENT, AC PAVCMLHT ,w 1'l I H , I H25 LOADING I ACTUAL 455 COVER PER PLAN - 6 (153 mml ___IIOLF CLASS 11 AGGREGATE MATERIAL J_ HAUN'7114 :::: CLASS 11 AGGREGATE 6 (153MM) FOR 48"PIPE MIN 1RENCHWID1H COMPACT TO 95% RELATIVE COMPACTION PER 5 TABLE) SOILS 80 OR 667 -j-- - -I IC - -.' - - - - - - - - - C4 FT NOTES 0 56 1. ALL FR C TC MS SHALL BE INSTALLED IN ACCOPOAN C' 5TH AGTM 023 .1, STANDARD PR0TICP FOR 0 55 UNDERGROUND INSTALLATION OR THEP %10 PLASTIC PURE FOR SEWERS AND OTHER GRA ITS FLOW APPLICATIONS W s LATEST ADDITION S 7 0,7EASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO DACALILL MATFRIAL VfUfFN REQUIRED.LI 0 3. FOUNEATtOI-C WHERE THE TRENCH BOTTOM IS UNSTABLE, THE COUTFASTOR SHALL EXCAVATE TO A DEPTH S 5 HEOUIRI-L E ThE ENU INFER AND REPLACE WITH SUITABLE MATERIAL AS 0'E( CEO PS THE ELICINEER AS AN AL TFP 1TI\ F AND ATO H DISCRETION OF THE STICN ENGIIIEFF THE TRENCH POTTOM I 1Q( B 51170 USA ,,G 0 In C,A AGEOTESTII EMATELIAI 0 4, BEDDING! EflDlNF SHITARLEUEATERIFL SHALL BE CLASS U 11 OR 111, THE CONTRACTOR S'flLLPROVIEE D01CU11E ITHTIO F FOR U1ATERIAL SPECIFICATION TO ENGINEER, UNLESS OTHERWISE NOTED BY THE ENGINEER. MINIMUM BEDDING K THICKNESS oHAl L BE 4" (iTO mo)FOR 4 04 (100 ECU mm 6 153 mrr) FOR 11 56 j51-900 ornl ILL 5 - - -, 11 ITk,LEACV-1LL. SUITABLO N1AIERIAL SHALL BE CLASS I II O' III IN THE PIPE ZONE EXTENDING NOT LE$ THAN A- lED sins ABOVE CRC AR OP PAF THE COVTPACTOR SHALL PFOVID'- DCCLI IENTATION FOR MTERISL SPECIE CATION TO EM'II-IEPF MATERIAL ShALL BC INSTALLED AS rUEOUINCDFN ARTU D232 I LATEST EDITOON I___tU1'IMUi___I0ER MINIMUM CO OP H IN NON TRPFF AFPLICFTIOI C (GRASS CR LAcNDSCAPE ARFAX( IS 12`1305 mm) FROM THE TOP OF PIPE TO COOl NO SUPPALE ADDITIONAL COVER MO SE REQUIRED TO STEVE FT FLOATATFON - FOR TPAFFIO AHPLUoATIONS MINIMUM COVER, H IS12'(305 rnm) UP 1046 (1200 om) Mt ETEP PILE AND 0 (E10 mml OF COVER FOR 50 11 ,O1) irnn)DIA1-FETER PIPE UELPED FROM TOiP OP POE TO BOTTOM OF FLE, IDLE PAVEI ENT DR TO TOPTOP OF PLGI'0 PA"EIIF FT P60 TRA PlO APPLICA000S WII H LEST TI-MN FFlJR F[ET OF CFTE P Ci lB'DF tENT OF I THE PsUE M 'ALL HE USING CNL AOl AXE 1 OR CLAST II DACREILL - SIIIET 4 OF-' UNDERGROUND SERVICE ALERT 0 rn S Call: TOLL FREE 1-800-422-4133 KNOW WHAT'S BELOW. CALL BEFORE YOU DIG. TWO WORKING DAYS BEFORE YOU DIG ENGINEERSNOTETOCONTRACTOR: THE EXISTENCE AND LOCATION OF ANY UNDERGROUND U11LPI1ES, PIPES, AND/OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS, THE CONTRACTOR SHALL ASCERTAIN THE TRUE VERTICAL AND HORIZONTAL LOCATION OF THOSE UNDERGROUND UTILITIES TO BE USED AND SHALL BE RESPONSIBLE FOR ANY DAMAGE TO ANY PUBLIC OR PRIVATE UTILITIES, SHOWN OR NOT SHOWN F HEREON. IF THE CONTRACTOR ENCOUNTERS ANY DISCREPANCIES, CONFLICTS I OR AREAS WHICH HE FEELS UNWORKABLE, HE SHALL NOTIFY THE GRADING ENGINEER IMMEDIATELY PRIOR TO CONTINUING OR DEVIATING FROM THIS PLAN. UNAUTHORIZEDCHANGES&USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE NTH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION NTH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. - - C14 ~N_11 LO [If 4t (1) 'd'g o ioüi2wZ 0 000O- 5 OF 5 APPENDIX 6 OF HMP SWMM Input Data in Input Format (Existing & Proposed Models) PRE_DEV rTITLE) PTIONS] rj.,OW UNITS CFS INFILTRATION GREEN_ANPT FLOW ROUTING KINWAVE START DATE 10/01/1951 START TIME 00:00:00 REPORT START DATE 10/01/1951 REPORT START TIME 00:00:00 END DATE 09/30/2008 END TIME 23:00:00 SWEEP START 01/01 SWEEP END 12/31 DRY DAYS 0 REPORT STEP 01:00:00 WET STEP 00:15:00 DRY STEP 04:00:00 ROUTING STEP 0:01:00 ALLOW PONDING NO INERTIAL DAMPING PARTIAL VARIABLE -STEP 0.75 LENGTHENING STEP 0 MIN_SURFAREA 0 NORMAL _FLOW _LIMITED BOTH SKIP _STEADY_STATE NO FORCE _MAIN _EQUATION H-W LINK OFFSETS DEPTH MIN-SLOPE 0 (EVAPORATION] ;;Type Parameters MONTHLY 0.06 0.08 0.11 -Y ONLY NO AINGAGES) 0.15 0.17 0.19 0.19 0.18 0.15 0.11 0.08 0.06 Rain Time Snow Data ;;Name Type Intrvl Catch Source Oceanside INTENSITY 1:00 1.0 TIMESERIES Oceanside (SUBCATCHMENTS I Total Pcnt. Pcnt. ;;Name Raingage Outlet Area Impery Width Slope Al Oceanside POC-1 0.1771 0 62.6 2.9 A2 Oceanside POC-1 1.0253 100 447 2.9 A3 Oceanside POC-1 0.1058 0 33.2 12 A4 Oceanside POC-1 0.0112 0 3.5 1.0 AS Oceanside POC-1 0.0681 0 20.9 25 B1 Oceanside POC-2 0.0868. 0 33.5 2.4 B2 Oceanside POC-2 0.7284 95.5 300 2.95 A7 oceanside POC-1 0.0686 0 21.3 1 A6 oceanside POC-1 0.0613 0 17.4 1 B3 Oceanside POC-2 0.1358 0 38.3 1 [SUBAREAS] ;;Subcatchment N-Impery N-Pery S-Impery S-Pery PctZèro RouteTo Al 0.012 0.05 0.05 0.1 25 OUTLET A2 0.012 0.05 0.05 0.1 25 OUTLET A3 0.012 0.05 0.05 0.1 25 OUTLET A4 0.012 0.05 0.05 0.1 25 OUTLET AS 0.012 0.05 0.05 0.1 25 OUTLET B1 0.012 0.05 0.05 0.1 25 OUTLET B2 0.012 0.05 0.05 0.1 25 OUTLET A7 0.012 0.05 0.05 0.1 25 OUTLET - - 0.012 0.05 0.05 0.1 25 . OUTLET 0.012 0.05 0.05 0.1 25 OUTLET Curb Snow Length Pack 0 0 0 0 0 0 0 0 0 0 PctRouted PRE_DEV I INFILTRATION] Subcatchznent Suction HydCon IMDinax Al 9 0.01875 ---------- 0.33 A2 9 0.01875 0.33 A3 9 0.01875 0.33 A4 9 0.01875 0.33 A5 9 0.01875 0.33 B1 9 0.01875 0.33 82 9 0.01875 0.33 A7 9 0.01875 0.33 A6 9 0.01875 0.33 B3 9 0.01875 0.33 (OUT FALLS] Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate POC-1 0 FREE NO POC-2 0 FREE NO TIMESERIES I ;;Name Date Time Value Oceanside FILE "OsideRain.prn" [REPORT] INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL (TAGS) API MENSIONS -8510.915 4908.181 -8482.307 8731.478 Units None (COORDINATES] ;;Node X-Coord Y-Coord POC-Ji -7800.000 5200.000 POC-2 -11000.000 6500.000 (VERTICES) ;;Link X-Coord 1-Coord (Polygons] ;;Subcatchment X-Coord 1-Coord Al -9000.000 7000.000 A2 -8592.087 7004.417 A3 -8200.000 7000.000 A4 -7800.000 7000.000 A5 -7400.000 7000.000 B1 -11500.000 7800.000 82 -11000.000 7800.000 A7 -6600.000 7000.000 A6 -7000.000 7000.000 83 -10500.000 7800.000 (SYMBOLS) ;;Gage X-Coord Y-Coord Oceanside -8489.868 7908.829 POST_DEV 19'ITLE] PTIONS) ri.OW UNITS CFS INFILTRATION GREEN_AIIPT FLOW ROUTING KINWAVE START DATE 10/01/1951 START TIME 00:00:00 REPORT START DATE 10/01/1951 REPORT START TIME 00:00:00 END DATE 09/30/2008 END TIME 23:00:00 SWEEP START 01/01 SWEEP END 12/31 DRY DAYS 0 REPORT STEP 01:00:00 WET STEP 00:15:00 DRY STEP 04:00:00 ROUTING STEP 0:01:00 ALLOW_PONDING NO INERTIAL _DAMPING PARTIAL VARIABLE -STEP 0.75 LENGTHENING STEP 0 MIN_SURFAREA 0 NORMAL FLOW LIMITED BOTH SKIP STEADY STATE NO FORCE _MAIN _EQUATION H-W LINK _OFFSETS DEPTH MIN-SLOPE 0 (EVAPORATION) ;;Type Parameters MONTHLY 0.06 0.08 0.11 --Y ONLY NO INGAGES) 0.15 0.17 0.19 0.19 0.18 0.15 0.11 0.08 0.06 Rain Time Snow Data ;;Name Type Intrv1 Catch Source Oceanside INTENSITY 1:00 [SUBCATCHMENTS) ;;Name Raingage Al Oceanside A2 Oceanside A3 Oceanside A4 Oceanside AS Oceanside Bl Oceanside B2 Oceanside A7 oceanside A6 oceanside B3 Oceanside (SUBAREAS) ;;Subcatchment N-Impery N-Pery Al 0.012 0.05 A2 0.012 0.05 A3 0.012 0.05 A4 0.012 0.05 A5 0.012 0.05 Bi 0.012 0.05 B2 0.012 0.05 A7 0.012 0.05 - 0.012 0.05 0.012 0.05 1.0 TIMESERIES Oceanside Total Pcnt. Pcnt. Curb Snow Outlet Area Impery Width Slope Length Pack Und-A 0.1771 81.3 62.6 2.9 0 Und-A 1.0253 100 447 2.9 0 POC-1 0.1058 68.6 33.2 11.6 0 POC-1 0.0112 69 3.5 1.0 0 POC-1 0.0681 66 20.9 10.9 0 Und-B 0.0868 89.5 33.5 2.4 0 Und-B 0.7284 95.5 300 2.95 0 POC-1 0.0686 67.5 21.3 1 0 POC-1 0.0613 56.6 17.4 1 0 POC-2 0.1358 56 38.3 1 0 S-Impery S-Pery PctZero RouteTo PctRouted 0.05 0.1 25 OUTLET 0.05 0.1 25 OUTLET 0.05 0.1 25 OUTLET 0.05 0.1 25 OUTLET 0.05 0.1 25 OUTLET 0.05 0.1 25 OUTLET 0.05 0.1 25 OUTLET 0.05 0.1 25 OUTLET 0.05 0.1 25 OUTLET 0.05 0.1 25 OUTLET POST_DEV Subcatchment Suction HydCon IMDniax 9 0.01875 0.33 A2 9 0.01875 0.33 A3 9 0.01875 0.33 A4 9 0.01875 0.33 A5 9 0.01875 0.33 B1 9 0.01875 0.33 B2 9 0.01875 0.33 A7 9 0.01875 0.33 A6 9 0.01875 0.33 B3 9 0.01875 0.33 [OUTFALLS I Invert Outfall Stage/Table Tide ;;Name Elev. Type Time Series Gate POC-1 0 FREE NO POC-2 0 FREE NO [STORAGE] Invert Max. Init. Storage Curve Ponded EVap. ;;Name Elev. Depth Depth Curve Params Area Frac. Infiltration Parameters Und-A 0 7.5 0 TABULAR Und-A 0 0 6 0.4083 0.32 Und-B 0 4 0 TABULAR Und-B 0 0 (OUTLETS] Inlet Outlet Outflow Outlet Qcoeff/ Flap ;;Name Node Node Height Type QTable Qexpon Gate Out-U-A Und-A POC-1 0 TABULAR/DEPTH Out-U-A NO Out-U-B Und-B POC-2 0 TABULAR/DEPTH Out-U-B NO JRVES] arne Type X-Value Y-Value Out-U-A Rating 0 0 Out-U-A 2.5 0 Out-U-A 2.501 0.001 Out-U-A 2.7 0.029 Out-U-A 2.9 0.047 Out-U-A 3.1 0.059 Out-U-A 3.3 0.07 Out-U-A 3.5 0.079 Out-U-A 3.7 0.087 Out-U-A 3.9 0.138 Out-U-A 4.1 0.176 Out-U-A 4.3 0.204 Out-U-A 4.5 0.299 Out-U-A 4.7 0.393 Out-U-A 4.9 0.459 Out-U-A 5.1 0.586 Out-U-A 5.3 0.708 Out-U-A 5.5 0.8 Out-U-A 5.7 0.878 Out-U-A 5.9 0.949 Out-C-A 6.1 1.014 Out-U-A 6.3 1.166 Out-U-A 6.499 1.391 Out-U-A 6.5 1.392 Out-U-A 7.5 3.088 Out-G-B Rating 0 0.000 Out-U-B 0.2 0.022 Out-U-B 0.4 0.035 Out-U-B 0.6 0.044 Out-U-B 0.8 0.052 c-U-B 1 0.058 1.2 0.064 __t-U-B 1.4 0.102 POST_DEV 1.6 0.128 t-U-B 1.8 0.147 t-U-B 2 0.219 Out-U-B 2.2 0.277 Out-U-B 2.4 0.320 Out-U-B 2.6 0.412 Out-U-B 2.8 0.488 Out-U-B 3 0.547 Out-U-B 3.2 0.598 Out-U-B 3.4 0.645 Out-U-B 3.6 0.687 Out-U-B 3.8 0.820 Out-U-B 4 1.026 Und-B Storage 0 39.9 Und-B 0.2 124.5 Und-B 0.4 168.8 Und-B 0.6 200.8 Und-B 0.8 224.3 Und-B 1 243.0 Und-B 1.2 256.8 Und-B 1.4 267.5 Und-B 1.6 274.4 Und-B 1.8 279.0 Und-B 2 280.1 Und-B 2.2 279.0 Und-B 2.4 274.4 Und-B 2.6 267.5 Und-B 2.8 256.8 Und-B 3 243.0 Und-B 3.2 224.3 Und-B 3.4 200.8 Und-B 3.6 168.8 Und-B 3.8 124.5 4 39.9 d-A Storage 0 338.8 Und-A 2.5 338.8 Und-A 2.501 390.1 Und-A 2.7 498.9 Und-A 2.9 555.9 Und-A 3.1 597.0 Und-A 3.3 627.2 Und-A 3.5 651.3 Und-A 3.7 668.9 Und-A 3.9 682.8 Und-A 4.1 691.6 Und-A 4.3 697.5 Und-A 4.5 698.9 Und-A 4.7 697.5 Und-A 4.9 691.6 Und-A 5.1 682.8 Und-A 5.3 668.9 Und-A 5.5 651.3 Und-A 5.7 627.2 Und-A 5.9 597.0 Und-A 6.1 555.9 Und-A 6:3 498.9 Und-A 6.499 390.1 Und-A 6.5 338.8 Und-A 7.5 338.8 [TIMESERIES] Name Date Time Value Oceanside FILE "OsideRain . pm" (REPORT] PUT NO NTROLS NO BCATCHMENTS ALL POST_DEV DES ALL NKS ALL TAGS I [MAP] DIMENSIONS -8510.915 4908.181 -8482.307 8731.478 Units None (COORDINATES) ;;Node X-Coord Y-Coord POC-1 -7800.000 5200.000 POC-2 -11000.000 6500.000 Und-A -8800.000 6000.000 Und-B -11250.000 7000.000 (VERTICES] ;;Link X-Coord Y-Coord [Polygons] ;;Subcatchment X-Coord 1-Coord Al -9000.000 7000.000 A2 -8600.000 7004.417 A3 -8200.000 7000.000 A4 -7800.000 7000.000 A5 -7400.000 7000.000 B1 -11500.000 7800.000 B2 -11000.000 7800.000 A7 -6600.000 7000.000 A6 -7000.000 7000.000 B3 -10500.000 7800.000 YMOLS I Gage X-Coord 1-Coord Oceanside -8489.868 7908.829 APPENDIX 7 OF HMP EPA SWMM FIGURES AND EXPLANATIONS Per the attached, the reader can see the screens associated with the EPA-SWMM Model in both• pre-development and post-development conditions. Each portion, i.e., sub-catchments, outfalls, storage units, weir as a discharge, and outfalls (point of compliance), are also shown. Variables for modeling are associated with typical recommended values by the EPA-SWMM model, typical values found in technical literature (such as Maidrnent's Handbook of Hydrology). Recommended values for the SWMM model have been attained from Appendix G of the 2016 City of Carlsbad BMP Design Manual. Soil characteristics of the existing soils were determined from the Geotechnical Investigation and the NRCS Web Soil Survey (located in Attachment 8 of this report). A Technical document prepared by Tory R Walker Engineering for the Cities of San Marcos, Oceanside and Vista (Reference [1]) can also be consulted for additional information regarding typical values for SWMM parameters. Manning's roughness coefficients have been based upon the findings of the "Improving Accuracy in Continuous Hydrologic Modeling: Guidance for Selecting Pervious Overland Flow Manning's n Values in the San Diego Region" date 2016 by TRW Engineering (Reference [6]). EXPLANATION OF SELECTED VARIABLES Sub Catchment Areas: Please refer to the attached diagrams that indicate the DMA and Bio-Retention BMPs (BMP) sub areas modeled within the project site at both the pre and post developed conditions draining to the POC. Parameters for the pre- and post-developed models include soil type C as determined from the USGS Web Soil Survey website (see Attachment 8 for data set). Suction head, conductivity and initial deficit corresponds to average values expected for these soils types, according to Appendix G of the 2016 City of Carlsbad BMP Design Manual. For surface runoff infiltration values, REC selected infiltration values per Appendix G of the 2016 City of Carlsbad BMP Design Manual corresponding to hydrologic soil type. Selection of a Kinematic Approach: As the continuous model is based on hourly rainfall, and the time of concentration for the pre-development and post-development conditions is significantly smaller than 60 minutes, precise routing of the flows through the impervious surfaces, the underdrain pipe system, and the discharge pipe was considered unnecessary. The truncation error of the precipitation into hourly steps is much more significant than the precise routing in a system where the time of concentration is much smaller than 1 hour. LID Control Editor: N/A for this project. APPENDIX 8 OF HMP USGS Soil Type Map Hydrologic Soil Group—San Diego County Area, California (2051 Palomar) 471q9) 47 4741Y'l) 17407fl 474110 1741 47410 474730 474270 474310 4430 47430 372N 21 37N et Oe 77 A 61 be jt 3716N 327716N 470 473990 474032 474070 474110 474140 474190 4742).) 474270 474310 474340 474390 C C Map Scale: 1:2,090 Apdr*er1on A landscape (lix 85) sheet. Meters 3) 60 120 192 0 100 200 400 ~r Map projection: Web Mercator Cornercoordinates: WGS84 Edge tics: UTM Zone uN WGS84 USDA Natural Resources Web Soil Survey 10/24/2019 Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—San Diego County Area, California 2051 Palomar Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOl Percent of AOl HrC2 Huertiuero loam, 5 to D 5.1 77.8% percent slopes, eroded LvF3 Loamy alluvial land- D 1.5 22.2% Huertiuero complex, 9 to 50 percent slopes, severely eroded Totals for Area of Interest 6.6 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, BID, and do). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a daypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. usDA Natural Resources Web Soil Survey 10/24/2019 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—San Diego County Area, California 2051 Palomar Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 10/24/2019 Conservation Service National Cooperative Soil Survey Page 4 of 4 APPENDIX 9 OF HMP Summary Files from the SWMM Model PRE_DEV EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. * ***** *** * * ** * ** Analysis Options * * * * * * * * * * * * * * * * Flow Units ...............CFS Process Models: Rainfall/Runoff ........YES Snowmelt ...............NO Groundwater ............NO Flow Routing ...........NO Water Quality ..........NO Infiltration Method .......GREEN AMPT Starting Date ............00T-01-1951 00:00:00 Ending Date ..............SEP-30-2008 23:00:00 Antecedent Dry Days ......0.0 Report Time Step .........01:00:00 Wet Time Step ............00:15:00 Dry Time Step ............04:00:00 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches Total Precipitation 208.490 674.360 Evaporation Loss 0.768 2.485 Infiltration Loss 197.677 639.388 urface Runoff 10.899 35.251 ?inal Surface Storage 0.000 0.000 Continuity Error (%) -0.410 ************************** Volume Volume Flow Routing Continuity acre-feet 106 gal Dry Weather Inflow 0.000 0.000 Wet Weather Inflow 10.899 3.551 Groundwater Inflow 0.000 0.000 RDII Inflow ..............0.000 0.000 External Inflow 0.000 0.000 External Outflow 10.899 3.551 Internal Outflow 0.000 0.000 Storage Losses 0.000 0.000 Initial Stored Volume 0.000 0.000 Final Stored Volume 0.000 0.000 Continuity Error (%) 0.000 * ** ** **** * ******** * Subcatchment Runoff Summary Total Total -------------------------------------------------------------------------------------------------------- Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10'6 gal CFS DMA-A 674.36 0.00 -------------------------------------------------------------------------------------------------------- 2.48 639.39 35.25 3.55 3.91 0.052 nalysis begun on: Tue Jul 16 12:54:08 2019 nalysis ended on: Tue Jul 16 12:54:24 2019 otal elapsed time: 00:00:16 POST_DEV EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. * * * * * * *********************** * * * * * Analysis Options *************** Flow Units ...............CFS Process Models: Rainfall/Runoff ........YES Snowmelt ...............NO Groundwater ............NO Flow Routing ...........YES Ponding Allowed ........NO Water Quality ..........NO Infiltration Method ......GREEN AMPT Flow Routing Method ......KINWAVE Starting Date ............00T-01-1951 00:00:00 Ending Date ..............SEP-30-2008 23:00:00 Antecedent Dry Days ......0.0 Report Time Step .........01:00:00 Wet Time Step .............00:15:00 Dry Time Step ............04:00:00 Routing Time Step ........60.00 sec Volume Depth Runoff Quantity Continuity acre-feet inches Total Precipitation 138.716 674.360 Evaporation Loss 19.294 93.797 Infiltration Loss 9.775 47.521 Surface Runoff ...........111.984 544.403 Final Surface Storage 0.000 0.000 Continuity Error (%) -1.685 Volume Volume Flow Routing Continuity acre-feet 106 gal Dry Weather Inflow 0.000 0.000 Wet Weather Inflow 111.984 36.492 Groundwater Inflow 0.000 0.000 RDII Inflow ..............0.000 0.000 External Inflow 0.000 0.000 External Outflow 90.759 29.575 Internal Outflow 0.000 0.000 Storage Losses 21.194 6.906 Initial Stored Volume 0.000 0.000 Final Stored Volume 0.000 0.000 Continuity Error (%) 0.028 ***** *********** * * * ** * * * * * * * * * ** Highest Flow Instability Indexes All links are stable. **** ************* * * **** * * Routing Time Step Summary ** ** * ********** * * * * * * * * * * Minimum Time Step : 60.00 sec Average Time Step : 60.00 sec POST_DEV Maximum Time Step : 60.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 * **** ********** ** * * * * * * ** ** Subcatchment Runoff Summary ------------------------------------------ Total Total Precip Runon Subcatchment in in Al ------------------------------------------ 674.36 0.00 A2 674.36 0.00 A3 674.36 0.00 A4 674.36 0.00 A5 674.36 0.00 81 674.36 0.00 B2 674.36 0.00 A7 674.36 0.00 A6 674.36 0.00 B3 674.36 0.00 Total Total ------------------------------------------------------------- Total Total Peak Runoff Evap Infil Runoff Runoff Runoff Coeff in in in 106 gal CFS 87.08 89.79 ------------------------------------------------------------- 509.48 2.45 0.21 0.756 101.24 0.00 584.10 16.26 1.23 0.866 76.44 150.74 460.39 1.32 0.13 0.683 78.78 149.66 456.93 0.14 0.01 0.678 74.53 163.29 449.73 0.83 0.08 0.667 93.52 50.34 542.08 1.28 0.10 0.804 97.83 21.53 566.39 11.20 0.87 0.840 77.60 156.96 450.85 0.84 0.08 0.669 69.13 210.23 406.10 0.68 0.07 0.602 68.67 213.17 403.62 1.49 0.16 0.599 ** ***** * * * * * * * * * * * Node Depth Summary ****************** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type --------------------------------------------------------------------- Feet Feet Feet days hr:mjn POC-1 OUTFALL 0.00 0.00 0.00 0 00:00 POC-2 OUTFALL 0.00 0.00 0.00 0 00:00 Und-A STORAGE 0.17 6.53 6.53 18823 16:57 Und-B STORAGE 0.01 3.98 3.98 18823 16:33 Node Inflow Summary ** **** * * * ********* * Maximum ------------------------------------------------------------------------------------- Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min 10"6 gal 10'6 gal POC-1 OUTFALL 0.37 ------------------------------------------------------------------------------------- 1.81 18823 16:57 3.809 15.606 POC-2 OUTFALL 0.16 1.16 18823 16:59 1.488 13.967 Und-A STORAGE 1.45 1.45 18823 16:30 18.712 18.712 Und-B STORAGE 0.98 0.98 18823 17:00 12.480 12.480 * ***** ** * * * * * * * * Node Surcharge Summary Surcharging occurs when water rises above the top of the highest conduit. Max. Height Mm. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- Ur.d-A STORAGE 499679.02 6.527 0.973 Und-B STORAGE 499679.02 3.978 0.022 POST_DEV *** ** * * * ****** * * ** * * * Node Flooding Summary * * * * * * ** * * * * * Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Volume Node Flooded CFS days hr:min 106 gal 1000 ft3 Und-B 0.23 0.01 18823 16:33 0.000 0.000 ********************** Storage Volume Summary Average Avg -------------------------------------------------------------------------------------------- E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS Und-A 0.058 2 -------------------------------------------------------------------------------------------- 37 3.342 91 18823 16:55 1.44 Und-B 0.002 0 0 0.880 100 18823 16:33 1.00 ** ** * ** * * * * * * * * * * * Outfall Loading Summary *********************** Outfall Node ------------ POC-1 POC-2 ------------ System Flow Avg. Max. Total Freq. Flow Flow Volume Pcnt. CFS CFS 106 gal 2.22 0.05 ------------------------------------- 1.81 15.606 2.33 0.04 1.16 13.967 2.27 0.10 ------------------------------------- 2.97 29.573 Link Flow Summary ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ IFlowl Occurrence lVelocl Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- Out-U-A DUMMY 1.44 18823 16:57 Out-U-B DUMMY 1.00 18823 16:33 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Fri Jan 10 11:36:32 2020 Analysis ended on: Fri Jan 10 11:37:09 2020 Total elapsed time: 00:00:37 ATTACHMENT 3 STRUCTURAL BMP MAINTENANCE THRESHOLDS & ACTIONS ATTACHMENT 3 Structural BMP Maintenance Information Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment: Preliminary Design/Planning/CEQA level submittal: Attachment 3 must identify: w1 Typical maintenance indicators and actions for proposed structural BMP(s) based on Section 7.7 of the BMP Design Manual Final Design level submittal: Attachment 3 must identify: 4 Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s) 4 How to access the structural BMP(s) to inspect and perform maintenance 4 Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds) Manufacturer and part number for proprietary parts of structural BMP(s) when applicable 4 Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., silt level posts or other markings shall be included in all BMP components that will trap and store sediment, trash, and/or debris, so that the inspector may determine how full the BMP is, and the maintenance personnel may determine where the bottom of the BMP is. If required, posts or other markings shall be indicated and described on structural BMP plans.) 4/ Recommended equipment to perform maintenance 4 When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management I M 0 D U I. A R WETLANDS Maintenance Guidelines for Modular Wetland System - Linear Maintenance Summary Remove Trash from Screening Device - average maintenance interval is 6 to 12 months. (5 minute average service time). Remove Sediment from Separation Chamber - average maintenance interval is 12 to 24 months. (10 minute average service time). Replace Cartridge Filter Media - average maintenance interval 12 to 24 months. ( 10- 15 minute per cartridge average service time). Replace Drain Down Filter Media - average maintenance interval is 12 to 24 months. (5 minute average service time). Trim Vegetation - average maintenance interval is 6 to 12 months. (Service time varies). System Diagram Access to screening device, separation chamber and cartridge filter Inflow Pipe (optional) rain 0, low uiscnarge Chamber www.modularwetlands.com M 0 D U I. A R WETLANDS Maintenance Procedures Screening Device Remove grate or manhole cover to gain access to the screening device in the Pre- Treatment Chamber. Vault type units do not have screening device. Maintenance can be performed without entry. Remove all pollutants collected by the screening device. Removal can be done manually or with the use of a vacuum truck. The hose of the vacuum truck will not damage the screening device. Screening device can easily be removed from the Pre-Treatment Chamber to gain access to separation chamber and media filters below. Replace grate or manhole cover when completed. Separation Chamber Perform maintenance procedures of screening device listed above before maintaining the separation chamber. With a pressure washer spray down pollutants accumulated on walls and cartridge filters. Vacuum out Separation Chamber and remove all accumulated pollutants. Replace screening device, grate or manhole cover when completed. Cartridge Filters Perform maintenance procedures on screening device and separation chamber before maintaining cartridge filters. Enter separation chamber. Unscrew the two bolts holding the lid on each cartridge filter and remove lid. Remove each of 4 to 8 media cages holding the media in place. Spray down the cartridge filter to remove any accumulated pollutants. Vacuum out old media and accumulated pollutants. Reinstall media cages and fill with new media from manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase. Replace the lid and tighten down bolts. Replace screening device, grate or manhole cover when completed. Drain Down Filter Remove hatch or manhole cover over discharge chamber and enter chamber. Unlock and lift drain down filter housing and remove old media block. Replace with new media block. Lower drain down filter housing and lock into place. Exit chamber and replace hatch or manhole cover. www.modularwetlands.com M 0 D U I, A R WETLANDS Maintenance Notes Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. Entry into chambers may require confined space training based on state and local regulations. No fertilizer shall be used in the Biofiltration Chamber. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may require irrigation. www.modularwetlands.com M 0 D U I A R VT' ANrT)c Maintenance Procedure Illustration Screening Device The screening device is located directly under the manhole or grate over the Pre-Treatment Chamber. It's mounted directly underneath for easy access and cleaning. Device can be cleaned by hand or with a vacuum truck. Separation Chamber The separation chamber is located directly beneath the screening device. It can be quickly cleaned using a vacuum truck or by hand. A pressure washer is useful to assist in the cleaning process. www.modularwetlands.com -. .4 '•., "I M 0 0 U L A R WETLANDS Cartridge Filters The cartridge filters are located in the Pre-Treatment chamber connected to the wall adjacent to the biofiltration chamber. The cartridges have removable tops to access the individual media filters. Once the cartridge is open media can be easily removed and replaced by hand or a vacuum truck. Drain Down Filter The drain down filter is located in the Discharge Chamber. The drain filter unlocks from the wall mount and hinges up. Remove filter block and replace with new block. www.modularwetlands.com M 0 0 U I A 1k WETLANDS Trim Vegetation Vegetation should be maintained in the same manner as surrounding vegetation and trimmed as needed. No fertilizer shall be used on the plants. Irrigation per the recommendation of the manufacturer and or landscape architect. Different types of vegetation requires different amounts of irrigation. www.modularwetlands.com ft-ft owe M 0 D U L A ft WETLANDS Inspection Form Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. lnfo©modularwetlands.com www.modularwetlands.com v — CLEAN' Inspection Report Modular Wetlands System 3ct Name Project Address (dly)(ZIP Code) Owner I Management Company Contact Phone Inspector Name Date Type of Inspection 0 Routine 0 Follow Up 0 Complaint 0 Storm Weather Condition Additional Notes Office pwsonnel to cenlplete section to the left. Time AM/PM Storm Event in Last 72-hours? 0 No 0 Yes Inspection Checklist Modular Wetland System Type (Curb, Grate or UG Vault): Size (22', 14' or etc.): Structural Integrity: Yes No Comments Damage to pre-treatment access cover (manhole cover/grate) or cannot be opened using normal lifting pressure? Damage to discharge chamber access cover (manhole cover/grate) or cannot be opened using normal lifting pressure? Does the MWS unit show signs of structural deterioration (cracks in the wall, damage to frame)? Is the inlet/outlet pipe or drain down pipe damaged or otherwise not functioning properly? rking Condition: .are evidence of illicit discharge or excessive oil, grease, or other automobile fluids entering and clogging th unit? Is there standing water in inappropriate areas after a dry period? Is the filter insert (if applicable) at capacity and/or is there an accumulation of debris/trash on the shelf system? Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe, bypass or cartridge filter? If yes specify which one in the comments section. Note depth of accumulation in in pre-treatment chamber. Depth: Does the cartridge filter media need replacement in pro-treatment chamber and/or discharge chamber? Chamber. Any signs of improper functioning in the discharge chamber? Note issues in comments section. Other Inspection Items: Is there an accumulation of sediment/trash/debris in the wetland media (if applicable)? Is it evident that the plants are alive and healthy (if applicable)? Please note Plant Information below. Is there a septic or foul odor coming from inside the system? Waste: Yes No Sediment / Silt / Clay Trash / Bags / Bottles Green Waste / Leaves / Foliage Recommended Maintenance No Cleaning Needed Schedule Maintenance as Planned Needs Immediate Maintenance Plant Information Damage to Plants Plant Replacement Plant Trimming .__.tional Notes: 2972 San Luis Rey Road, Oceanside, CA 92058 P (760) 433-7640 F (760) 433-3176 M 0 0 U I A ft WETLANDS Maintenance Report TI r is Io ca Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. Info@modularwetIands.com www.modularwetlands.com 81JO CLEAN Cleaning and Maintenance Report Modular Wetlands System WIEHONW Project Name Project Address (City) (Zip Code) (Reviewed By) Owner / Management Company (Date) Office personnel to complete section to Contact Phone ( ) - the left. Inspector Name Date / / Time AM / PM Type of Inspection 0 Routine 0 Follow Up 0 Complaint 0 Storm Storm Event in Last 72-hours? 0 No 0 Yes Weather Condition Additional Notes Site Map # GPS Coordinates of Insert Manufacturer! Description! Sizing Trash Accumulation Foliage Accumulation Sediment Accumulation Total Debris Accumulation Condition of Media 25/50/75/100 (will be changed © 75%) Operational Per Manufactures' Specifications (If not, why?) Lat: MWS Catch Basins Long: MWS Sedimentation Basin - Media Filter Condition Plant Condition Drain Down Media Condition Discharge Chamber Condition Drain Down Pipe Condition Inlet and Outlet Pipe Condition Comments: 2972 San Luis Rey Road, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City's standard Single Sheet BMP Plan.] ATTACHMENT 5 SOURCE CONTROL BMP INFORMATION S Appendix E: BMP Design Fact Sheets E.1 Source Control BMP Requirements Worksheet E.1-1: Source Control BMP Requirements iJ - How to use this worksheet: Review Column I and identify which of these potential sources of storm water pollutants apply to your site. Check each box that applies. Review Column 2 and incorporate all of the corresponding applicable BMPs in your project site plan. Review Columns 3 and 4 and incorporate all of the corresponding applicable permanent controls and operational BMPs in a table in your project- specific storm water management report. Describe your specific BMPs in an accompanying narrative, and explain any special conditions or situations that required omitting BMPs or substituting alternatives. E-2 February 2016 Appendix E: BMP Design Fact Sheets If Thcsc Sourccs1ViiII!Be onith l e roj1Sitc,... FihPjTS 1 Potential Sources of Runoff Pollutants 4 A. Onsite storm drain inlets U Not Applicable 2 Permanent Controls—Show on Drawings Ql Locations of inlets. 3 Permanent Controls—List in Table and Narrative A Mark all inlets with the words "No Dumping! Flows to Bay" or similar. 4 Operational BMPs—Include in Table and Narrative U Maintain and periodically repaint or replace inlet markings. U Provide storm water pollution prevention information to new site owners, lessees, or operators. U See applicable operational BMPs in Fact Sheet SC-44, 'Drainage System Maintenance," in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com. C] Include the following in lease agreements: "Tenant shall not allow anyone to discharge anything to storm drains or to store or deposit materials so as to create a potential discharge to storm drains." E-3 February 2016 Appendix E: BMP Design Fact Sheets r.criJIi3 hluh.LiISSJll I3 . 1h J3IX d' ffl !11!± (j 1b 1 2 3 4 Potential Sources of Permanent Controls-Show on Permanent Controls-List in Table Operational BMPs-Include in Runoff Pollutants Drawings and Narrative Table and Narrative C] B. Interior floor drains U State that interior floor drains and U Inspect and maintain drains to and elevator shaft elevator shaft sump pumps will be prevent blockages and overflow. sump pumps plumbed to sanitary sewer. 46 Not Applicable U C. Interior parking U State that parking garage floor U Inspect and maintain drains to garages drains will be plumbed to the prevent blockages and overflow. Not Applicable sanitary sewer or an approved BMP U Dl. Need for future U Note building design features that U Provide Integrated Pest indoor & structural discourage entry of pests. Management information to pest control owners, lessees, and operators. ij Not Applicable __ E4 February 2016 Appendix E: BMP Design Fact Sheets ar3 gums 1k2 Ui . ______TIM ______Bua 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in Table Operational BMPs—Include in Runoff Pollutants Drawings and Narrative Table and Narrative D2. Landscape! Qf Show locations of existing State that final landscape plans will QI Maintain landscaping using Outdoor Pesticide trees or areas of shrubs and accomplish all of the following. minimum or no pesticides. Use 0 Not Applicable ground cover to be QIPreserve existing drought tolerant trees, QI See applicable operational undisturbed and retained, shrubs, and ground cover to the BMPs in Fact Sheet SC-41, 4/ Show self-retaining landscape maximum extent possible. "Building and Grounds areas, if any. I Design landscaping to minimize Maintenance," in the CASQA Show storm water treatment facilities. irrigation and runoff, to promote Stormwater Quality Handbooks surface infiltration where appropriate, at www.cabmphandbooks.com. and to minimize the use of fertilizers IA Provide IPM information to and pesticides that can contribute to new owners, lessees and storm water pollution. operators. U Where landscaped areas are used to retain or detain storm water, specify plants that are tolerant of periodic saturated soil conditions. 1 Consider using pest-resistant plants, especially adjacent to hardscape. To ensure successful establishment, select plants appropriate to site soils, slopes, climate, sun, wind, rain, land use, air movement, ecological consistency, and plant interactions. E-5 February 2016 Appendix E: BMP Design Fact Sheets Nub= SJIII cth tRjr0 __cJT1g0 cy iJu.i (mjJ {i 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in Table Operational BMPs—Include Runoff Pollutants Drawings and Narrative in Table and Narrative C] E. Pools, spas, ponds, C] Show location of water feature C] Pool backwash to be plumbed to the C] See applicable operational decorative fountains, and a sanitary sewer cleanout in sanitary sewer. Place a note on the BMPs in Fact Sheet SC-72, and other water an accessible area within 10 feet. plans and state in the narrative that "Fountain and Pool features. this connection will be made Maintenance," in the CASQA Not Applicable according to city requirements. Stormwater Quality Handbooks at www.cabmphandbooks.com. U F. Food service U For restaurants, grocery stores, U Describe the location and features of 46 Not Applicable and other food service the designated cleaning area. operations, show location ci Describe the items to be cleaned in (indoors or in a covered area this facility and how it has been sized outdoors) of a floor sink or other to ensure that the largest items can be area for cleaning floor mats, accommodated. containers, and equipment. U On the drawing, show a note that this drain will be connected to a grease interceptor before discharging to the sanitary sewer. E-6 February 2016 Appendix E: BMP Design Fact Sheets fflubm (112 IRft _JJ2IIE1?IP3i4)31 Vfl1 [fl.I I Ji12J3 Sl.iflQL9 @Wfl) [JJb 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in Table Operational BMPs—Include in Runoff Pollutants Drawings and Narrative Table and Narrative G. Refuse areas 2 Show where site refuse and Q1 State how site refuse will be State how the following will be U Not Applicable recycled materials will be handled and provide supporting implemented: handled and stored for pickup. detail to what is shown on plans. Provide adequate number of jI If dumpsters or other receptacles 4 State that signs will be posted on receptacles. Inspect receptacles are outdoors, show how the or near dumpsters with the words regularly; repair or replace leaky designated area will be covered, "Do not dump hazardous receptacles. Keep receptacles graded, and paved to prevent materials here" or similar, covered. Prohibit/prevent run- on and show locations of dumping of liquid or hazardous berms to prevent runoff from wastes. Post "no hazardous the area. Also show how the materials" signs. Inspect and pick designated area will be protected up litter daily and clean up spills from wind dispersal. immediately. Keep spill control d Any drains from dumpsters, materials available on- site. See compactors, and tallow bin areas Fact Sheet SC-34, 'Waste shall be discharged to an Handling and Disposal" in the approved BMP. CASQA Stormwater Quality qi Refer to City Standard Drawing Handbooks at www.cabmphandbooks.com. GS-16 for details. E-7 February 2016 Appendix E: BMP Design Fact Sheets Then Your Eshall Iiconsider These Source ControlUBMPsI 1 2 1 3 I 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in Table and Operational BMPs—Include Runoff Pollutants Drawings Narrative in Table and Narrative Table and Narrative I] H. Industrial U Show process area. U If industrial processes are to be located U See Fact Sheet SC-b, "Non- processes. onsite, state: "All process activities to be Stormwater Discharges" in the lb Not Applicable performed indoors. No processes to CASQA Stormwater Quality drain to exterior or to storm drain Handbooks at system." www.cabmphandbooks.com. U I. Outdoor storage of U Show any outdoor storage U Include a detailed description of U See the Fact Sheets SC-31, equipment or areas, including how materials materials to be stored, storage areas, and "Outdoor Liquid Container materials. (See rows J will be covered. Show how structural features to prevent pollutants Storage" and SC-33, "Outdoor and K for source areas will be graded and from entering storm drains. Storage of Raw Materials" in control measures for bermed to prevent run-on or Where appropriate, reference the CASQA Stormwater vehicle cleaning, runoff from area and protected documentation of compliance with the Quality Handbooks at repair, and from wind dispersal. requirements of local Hazardous www.cabmphandbooks.com. maintenance) U Storage of non-hazardous Materials Programs for: 59 Not Applicable liquids shall be covered by a Hazardous Waste Generation roof and/or drain to the sanitary sewer system, and be Hazardous Materials Release contained by berms, dikes, Response and Inventory liners, or vaults. California Accidental Release U Storage of hazardous materials Prevention Program and wastes must be in Aboveground Storage Tank compliance with the city's hazardous materials ordinance Uniform Fire Code Article 80 and a Hazardous Materials Section 103(b) & (c) 1991 Management Plan for the site. Underground Storage Tank E-8 February 2016 Appendix E: BMP Design Fact Sheets 000 ff33Th gicI 1 2 3 4 Potential Sources of Permanent Controls—Show on Drawings Permanent Controls—List in Operational BMPs—Include in Runoff Pollutants Table and Narrative Table and Narrative 0 J. Vehicle and 0 Show on drawings as appropriate: U If a car wash area is not Describe operational measures to Equipment Cleaning Commercial/industrial facilities having provided, describe measures implement the following (if Not Applicable vehicle /equipment cleaning needs shall either taken to discourage onsite car washing and explain how applicable): provide a covered, bermed area for washing these will be enforced. activities or discourage vehicle/equipment U Washwater from vehicle and washing by removing hose bibs and installing equipment washing operations signs prohibiting such uses. shall not be discharged to the Commercial car wash facilities shall be storm drain system. designed such that no runoff from the facility U Car dealerships and similar may rinse cars with water only. is discharged to the storm drain system. Wastewater from the facility shall discharge to U See Fact Sheet SC-21, "Vehicle the sanitary sewer, or a wastewater reclamation and Equipment Cleaning," in system shall be installed, the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com E-9 February 2016 Appendix E: BMP Design Fact Sheets ... ....j Then YourProject shall considerThese ttISource r4Control U ;MPsS 1 2 I 3 I 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in Operational BMPs—Include in Runoff Pollutants Drawings Table and Narrative Table and Narrative C] K. U Accommodate all vehicle U State that no vehicle repair or In the report, note that all of the following Vehicle/Equipment equipment repair and maintenance will be done restrictions apply to use the site: Repair and maintenance indoors or designate Outdoors, or else describe the No person shall dispose of, nor permit Maintenance an outdoor work area and design required features of the the disposal, directly or indirectly of Not Applicable the area to protect from rainfall, outdoor work area. vehicle fluids, hazardous materials, or run-on runoff, and wind dispersal. C] State that there are no floor rinsewater from parts cleaning into U Show secondary containment for drains or if there are floor storm drains. exterior work areas where motor drains, note the city from U No vehicle fluid -removal shall be oil, brake fluid, gasoline, diesel which an industrial waste performed outside a building, nor on fuel, radiator fluid, acid- discharge permit will be asphalt or ground surfaces, whether containing batteries or other obtained and that the design inside or outside a building, except in hazardous materials or hazardous meets city's requirements. such a manner as to ensure that any wastes are used or stored. Drains U State that there are no tanks, spilled fluid will be in an area of shall not be installed within the containers or sinks to be used secondary containment. Leaking secondary containment areas. for parts cleaning or rinsing vehicle fluids shall be contained or C] Add a note on the plans that states or, if there are, note the city drained from the vehicle immediately. either (1) there are no floor drains, from which an industrial U No person shall leave unattended drip or (2) floor drains are connected waste discharge permit will be parts or other open containers to wastewater pretreatment obtained and that the design containing vehicle fluid, unless such systems prior to discharge to the meets city's requirements. containers are in use or in an area of sanitary sewer and an industrial secondary containment. waste discharge permit will be obtained. E-10 February 2016 Appendix E: BMP Design Fact Sheets on the Project 1 If These Sources Will B _ ..J N...en%'fl Project These iiSource iintrloiU .IU 2 I 3 I 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in Operational BMPs—Include in Runoff Pollutants Drawings Table and Narrative Table and Narrative U L. Fuel Dispensing U Fueling areas' shall have , U The property owner shall dry sweep Areas impermeable floors (i.e., portland the fueling area routinely. 44 Not Applicable cement concrete or equivalent U See the Business Guide Sheet, smooth impervious surface) that "Automotive Service—Service are (1) graded at the minimum Stations" in the CASQA Stormwater slope necessary to prevent Quality Handbooks at ponding; and (2) separated from www.cabmphandbooks.com. the rest of the Site by a grade break that prevents run-on of storm water to the MEP. U Fueling areas shall be covered by a canopy that extends a minimum of ten feet in each direction from each pump. [Alternative: The fueling area must be covered and the cover's minimum dimensions must be equal to or greater than the area within the grade break or fuel dispensing area'.] The canopy [or cover] shall not drain onto the fueling area. 1. The fueling area shall be defined as the area extending a minimum of 6.5 feet from the corner of each fuel dispenser or the length at which the hose and nozzle assembly may be operated plus a minimum of one foot, whichever is greater. E-11 February 2016 Appendix E: BMP Design Fact Sheets Sxi ftrdfl irnrnfl 1T 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in Operational BMPs—Include in Runoff Pollutants Drawings Table and Narrative Table and Narrative M. Loading Docks U Show a preliminary design for the U Move loaded and unloaded items Not Applicable loading dock area, including indoors as soon as possible. roofing and drainage. Loading See Fact Sheet SC-30, "Outdoor docks shall be covered and/or Loading and Unloading," in the graded to minimize run-on to and CASQA Stormwater Quality runoff from the loading area. Roof Handbooks at downspouts shall be positioned to www.cabmphandbooks.com. direct storm water away from the loading area. Water from loading dock areas should be drained to an approved BMP. Direct connections to storm drains from depressed loading docks are prohibited. U Loading dock shall be equipped with a spill control valve or equivalent device, which shall be kept dosed during periods of operation. C] Provide a roof overhang over the loading area or install door skirts (cowling) at each bay that enclose the end of the trailer. E-12 February 2016 Appendix B: BMP Design Fact Sheets 000 B1?t1I JL ni 4}ShTñft3 W! (jjfljJ 2 Potential Sources of Permanent Controls— Permanent Controls—List in Table and Operational BMPs—Include in Runoff Pollutants Show on Drawings Narrative Table and Narrative 0 N. Fire Sprinkler 0 Provide a means to drain fire sprinkler test water 0 See the note in Fact Sheet SC- Test Water to the sanitary sewer or approved BMP. 41, "Building and Grounds Not Applicable Maintenance," in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com. 0. Miscellaneous Drain or 0 Boiler drain lines shall be directly or indirectly Wash Water connected to the sanitary sewer system and may U Boiler drain lines not discharge to the storm drain system. U Condensate drain U Condensate drain lines may discharge to lines landscaped areas if the flow is small enough that O Rooftop runoff will not occur. Condensate drain lines may equipment not discharge to the storm drain system. I' O Drainage sum 0 Rooftop mounted equipment with potential to produce pollutants shall be roofed and/or have O Roofing, gutters, secondary containment. and trim U Any drainage sumps onsite shall feature a Not Applicable sediment sump to reduce the quantity of sediment in pumped water. U Avoid roofing, gutters, and trim made of copper or other unprotected metals that may leach into runoff. E-13 February 2016 Appendix E: BMP Design Fact Sheets ow 1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in Operational BMPs—Include in Runoff Pollutants Drawings Table and Narrative Table and Narrative P. Plazas, sidewalks, Id Plazas, sidewalks, and parking lots shall and parking lots, be swept regularly to prevent the 0 Not Applicable accumulation of litter and debris. Debris from pressure washing shall be collected to prevent entry into the storm drain system. Washwater containing any cleaning agent or degreaser shall be collected and discharged to the sanitary sewer and not discharged to a storm drain. E-14 February 2016 jectives Cover Contain a Educate Reduce/Minimize Product Substitution Targeted Constituents Sediment Nutrients 71ash Metals I Bacteria I Oil and Grease I Organics I JinimuntBMciered Good Housekeeping I Preventative I Maintenance Spill and Leak Prevention - and Response Material Handling & / Waste Management Aft Erosion and Sediment Controls Employee Training / Program O Quality Assurance Record Keeping Waste Handling & Disposal SC-34 Description Improper storage and handling of solid wastes can allow toxic compounds, oils and greases, heavy metals, nutrients, suspended solids, and other pollutants to enter stormviater runoff. The discharge of pollutants to stormwater from waste handling and disposal can be prevented and reduced by tracking waste generation, storage, and disposal; reducing waste generation and disposal through source reduction, reuse, and recycling; and preventing run-on and runoff. Approach Reduce potential for pollutant discharge through source control pollution prevention and BMP implementation. Successful implementation depends on effective training of employees on applicable lIMPs and general pollution prevention strategies and objectives. General Pollution Prevention Protocols a Accomplish reduction in the amount of waste generated using the following source controls: V Production planning and sequencing; I Process or equipment modification; I Raw material substitution or elimination; I Loss prevention and housekeeping; I Waste segregation and separation; and / Close loop recycling. o Establish a material tracking system to increase awareness about material usage. This may reduce spills and minimize contamination, thus reducing the amount of waste produced. a Recycle materials whenever possible. CALIFORNIA STOI(MWAIII QUALITY ASSOCIATION' September 2014 California Stormwter BMP Handbook 1 Of 6 Industrial and Commercial Waste Handling & Disposal SC-34 Use the entire product before disposing of the container. To the extent possible, store wastes under cover or indoors after ensuring all safety concerns such as fire hazard and ventilation are addressed. Provide containers for each waste stream at each work station. Allow time after shift to clean area. Good Housekeeping Cover storage containers with leak proof lids or some other means. If waste is not in containers, cover all waste piles (plastic tarps are acceptable coverage) and prevent stormwater run-on and runoff with a berm. The waste containers or piles must be covered except when in use. Use drip pans or absorbent materials whenever grease containers are emptied by vacuum trucks or other means. Grease cannot be left on the ground. Collected grease must be properly disposed of as garbage. Dispose of rinse and wash water from cleaning waste containers into a sanitary sewer if allowed by the local sewer authority. Do not discharge wash water to the street or storm drain. Clean in a designated wash area that drains to a clarifier. E3 Transfer waste from damaged containers into safe containers. E3 Take special care when loading or unloading wastes to minimize losses. Loading systems can be used to minimize spills and fugitive emission losses such as dust or mist. Vacuum transfer systems can minimize waste loss. Keep the waste management area clean at all times by sweeping and cleaning up spills immediately. Use dry methods when possible (e.g., sweeping, use of absorbents) when cleaning around restaurant/food handling dumpster areas. If water must be used after sweeping/using absorbents, collect water and discharge through grease interceptor to the sewer. Stencil or demarcate storm drains on the facility's property with prohibitive message regarding waste disposal. Cover waste piles with temporary covering material such as reinforced tarpaulin, polyethylene, polyurethane, polypropylene or hypalon. If possible, move the activity indoor after ensuring all safety concerns such as fire hazard and ventilation are addressed. Preventative Maintenance Prevent stormwater run-on from entering the waste management area by enclosing - the area or building a berm around the area. Prevent waste materials from directly contacting rain. Septenbet 2014 California Stormwater B4P Handbook 2 of 6 Industrial and Comrncrdat Waste Handling & Disposal SC-34 Cover waste piles with temporary covering material such as reinforced tarpaulin, polyethylene, polyurethane, polypropylene or hypalon. Cover the area with a permanent roof if feasible. Cover dumpsters to prevent rain from washing waste out of holes or cracks in the bottom of the dumpster. Check waste containers weekly for leaks and to ensure that lids are on tightly. Replace any that are leaking, corroded, or otherwise deteriorating. Sweep and clean the waste management area regularly. Use dry methods when possible (e.g., sweeping, vacuuming, use of absorbents) when cleaning around restaurant/food handling dumpster areas. If water must be used after sweeping/using absorbents, collect water and discharge through grease interceptor to the sewer. Inspect and replace faulty pumps or hoses regularly to minimize the potential of releases and spills. a Repair leaking equipment including valves, lines, seals, or pumps promptly. Spill Response and Prevention Procedures a Keep your spill prevention and plan up-to-date. Have an emergency plan, equipment and trained personnel ready at all times to deal immediately with major spills. Collect all spilled liquids and properly dispose of them. Store and maintain appropriate spill cleanup materials ma location known to all near the designated wash area. Ensure that vehicles transporting waste have spill prevention equipment that can prevent spills during transport. Spill prevention equipment includes: / Vehicles equipped with baffles for liquid waste; and " Trucks with sealed gates and spill guards for solid waste. Material Handling and Waste Management Litter Control Post 'No Littering" signs and enforce anti-litter laws. Provide a sufficient number of litter receptacles for the facility. a Clean out and cover litter receptacles frequently to prevent spillage. Waste Collection ci Keep waste collection areas clean. September 2014 California Stormwater BMP Handbook 3 of 6 Industrial and Commercial www.casqa.org Waste Handling & Disposal SC-34 Inspect solid waste containers for structural damage regularly. Repair or replace damaged containers as necessary. a Secure solid waste containers; containers must be closed tightly when not in use. a Do not fill waste containers with washout water or any other liquid. Ensure that only appropriate solid wastes are added to the solid waste container. Certain wastes such as hazardous wastes, appliances, fluorescent lamps, pesticides, etc., may not be disposed of in solid waste containers (see chemical/ hazardous waste collection section below). Do not mix wastes; this can cause chemical reactions, make recycling impossible, and complicate disposal. Affix labels to all waste containers. Chemical,'liazardous Wastes D Select designated hazardous waste collection areas on-site. Store hazardous materials and wastes in covered containers and protect them from vandalism. o Place hazardous waste containers in secondary containment. Make sure that hazardous waste is collected, removed, and disposed of only at authorized disposal areas. Hazardous waste cannot be reused or recycled; it must be disposed of by a licensed hazardous waste hauler. Employee T-ai fling Program Educate employees about pollution prevention measures and goals. Train employees how to properly handle and dispose of waste using the source control BMPs described above. Train employees and subcontractors in proper hazardous waste management. Use a training log or similar method to document training. Ensure that employees are familiar with the site's spill control plan and/or proper spill cleanup procedures. Quality Assurance and Record Keeping a Keep accurate maintenance logs that document minimum BMP activities performed for waste handling and disposal, types and quantities of waste disposed of, and any improvement actions. Keep accurate logs of spill response actions that document what was spilled, how it was cleaned up, and how the waste was disposed. September 2014 California Stormwator BMP Handbook 4 of 6 Industrial and Commercial Waste Handling & Disposal. SC-34 Establish procedures to complete logs and file them in the central office. Potential Capital Facility Costs and Operation & Maintenance Requirements Facilities Capital costs will vary substantially depending on the size of the facility and the types of waste handled. Significant capital costs may be associated with reducing wastes by modifying processes or implementing closed-loop recycling. Many facilities will already have indoor covered areas where waste materials will be stored and will require no additional capital expenditures for providing cover. If outdoor storage of wastes is required, construction of berms or other means to prevent storinwater run-on and runoff may require appropriate constructed systems for containment. Capital investments will likely be required at some sites if adequate cover and containment facilities do not exist and can vary significantly depending upon site conditions. Maintenance Check waste containers weekly for leaks and to ensure that lids are on tightly. Replace any that are leaking, corroded, or otherwise deteriorating. Sweep and clean the waste management area regularly. Use dry methods when possible (e.g., sweeping, use of absorbents) when cleaning around restaurant/food handling dumpster areas. If water must be used after sweeping/using absorbents, collect water and discharge through grease interceptor to the sewer. Inspect and replace faulty pumps or hoses regularly to minimize the potential of releases and spills. E3 Repair leaking equipment including valves, lines, seals, or pumps promptly. References and Resources Minnesota Pollution Control Agency, Industrial Stormwater Best Management Practices Guidebook. Available online at: http://www.pca.statemn.us/iudx,plpLvtew document.btml?gid=105c7. New Jersey Department of Environmental Protection, 2013. Basic Industrial Stormwater General Permit Guidance Document NJPDES General Permit No NJoo88315, Revised. Available online at: http://www.nj.gov/dep/dwqJpdf/cG2 guidance color.pdf. Orange County Stormwater Program, Best Management Practices for Industrial/Commercial Business Activities. Available online at: http//ocwatersheds.com/docmnents/bmp/industiialcommercialbusinessesactivities ----------------- September 2014 California Stormwater BMP Handbook 5 of 6 Industrial and Commercial www.casqa.org Waste Handling & Disposal SC-34 Oregon Department of Environmental Quality, 2013. Industrial Stormwater Best Management Practices Manual- BMP 26 Fueling and Liquid Loading/Unloading Operations. Available online at: l/jwww.deq,state.or,us/wJwqpermit/docs/IndBMPo21413.pclf. Sacramento Stormwater Management Program. Best Management Practices for Industrial Storm Water Pollution Control. Available online at: http:/1www.nisa.saccounty/sactostormwpter/docurnents/guides/industria1-B1 manual.'pdf. Sacramento County Environmental Management Stormwater Program: Best Management Practices. Available online at: htth:/lwww.emd.saccountv.net/EnvHealth/Storinwater/Stormwater-BMPs.htmL Santa Clara Valley Urban Runoff Pollution Prevention Program. http://www.scvu W2k.com/ US EPA. National Pollutant Discharge Elimination System - Industrial Fact Sheet Series for Activities Covered by EPA's Multi Sector General Permit. Available online at: httpJ/cfpub.epa.govinpdes/stormwaterJswsectors.cfm. September 2014 California Stormwater BMP Handbook 6 of 6 Industrial and Commercial Obiectives Cove?' Contain Educate Reduce/Minimize Product Substitution TaEgeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Minimum BMPs Covered Good Housekeepingj g' Preventative : Maintenance Spill and Leak- Prevention and Response Material Handling & Waste anagement Erosion and Sediment Employee Training Quality Assurance 'I Record Keeping Building & Grounds Maintenance SC-41 Description Stormwater runoff from building and grounds maintenance activities can be contaminated with toxic hydrocarbons in solvents, fertilizers and pesticides, suspended solids, heavy metals, abnormal pH, and oils and greases. Utilizing the protocols in this fact sheet will prevent or reduce the discharge of pollutants to stormwater from building and grounds maintenance activities by washing and cleaning up with as little water as possible, following good landscape management practices, preventing and cleaning up spills immediately, keeping debris from entering the storm drains, and maintaining the stormwater collection system. Approach Reduce potential for pollutant discharge through source control pollution prevention and BMP implementation. Successful implementation depends on effective training of employees on applicable BMPs and general pollution prevention strategies and objectives. General Pollution Prevention Protocols Switch to non-toxic chemicals for maintenance to the maximum extent possible. Choose cleaning agents that can be recycled. a Encourage proper lawn management and landscaping, including use of native vegetation. a Encourage use of Integrated Pest Management techniques for pest control. Encourage proper onsite recycling of yard trimmings. a Recycle residual paints, solvents, lumber, and other material as much as possible. CALIFORNIA STORMWATER ( I.I/% t.rr'' ". SY (7:I /r! oN September 2014 California Stormwate.r BMP Handbook 1 of 6 Industrial and Commercial Building & Grounds Maintenance SC-41 Clean work areas at the end of each work shift using dry cleaning methods such as sweeping and vacuuming. Good Housekeeping Pressure Washing of Buildings, Rooftops, and Other Large Objects In situations where soaps or detergents are used and the surrounding area is paved, pressure washers must use a water collection device that enables collection of wash water and associated solids. A sump pump, wet vacuum or similarly effective device must be used to collect the runoff and loose materials. The collected runoff and solids must be disposed of properly. If soaps or detergents are not used, and the surrounding area is paved, wash runoff does not have to be collected but must be screened. Pressure washers must use filter fabric or some other type of screen on the ground and/or in the catch basin to trap the particles in wash water runoff. If you are pressure washing on a grassed area (with or without soap), runoff must be dispersed as sheet flow as much as possible, rather than as a concentrated stream. The wash runoff must remain on the grass and not drain to pavement. Landscaping Activities Dispose of grass clippings, leaves, sticks, or other collected vegetation as garbage, or by composting. Do not dispose of collected vegetation into waterways or storm drainage systems. Use mulch or other erosion control measures on exposed soils. See also SC-40, Contaminated and Erodible Areas, for more information. Building Repair, Remodeling, and Construction ci Do not dump any toxic substance or liquid waste on the pavement, the ground, or toward a storm drain. Use ground or drop cloths underneath outdoor painting, scraping, and sandblasting work, and properly dispose of collected material daily. a Use a ground cloth or oversized tub for activities such as paint mixing and tool cleaning. ci Clean paintbrushes and tools covered with water-based paints in sinks connected to sanitary sewers or in portable containers that can be dumped into a sanitary sewer drain. Brushes and tools covered with non-water-based paints, finishes, or other materials must be cleaned in a manner that enables collection of used solvents (e.g., paint thinner, turpentine, etc.) for recycling or proper disposal. Use a storm drain cover, filter fabric, or similarly effective runoff control mechanism if dust, grit, wash water, or other pollutants may escape the work area and enter a catch basin. This is particularly necessary on rainy days. The containment device(s) must be in place at the beginning of the work day, and accumulated dirty runoff and September 2014 California Stormwater BMP Handbook 2 of 6 Industrial and Commercial Building & Grounds Maintenance SC-41 solids must be collected and disposed of before removing the containment device(s) at the end of the work day. ci if you need to de-water an excavation site, you may need to filter the water before discharging to a catch basin or off-site. If directed off-site, you should direct the water through hay bales and filter fabric or use other sediment filters or traps. Store toxic material under cover during precipitation events and when not in use. A cover would include tarps or other temporary cover material. Mowing, D-imming, and Planting Dispose of leaves, sticks, or other collected vegetation as garbage, by composting or at a permitted landfill. Do not dispose of collected vegetation into waterways or storm drainage systems. Use mulch or other erosion control measures when soils are exposed. Place temporarily stockpiled material away from watercourses and drain inlets, and berm or cover stockpiles to prevent material releases to the storm drain system. Consider an alternative approach when bailing out muddy water: do not put it in the storm drain; pour over landscaped areas. ci Use hand weeding where practical. Fertilizer and Pesticide Management ci Do not use pesticides if rain is expected. ci Do not mix or prepare pesticides for application near storm drains. Use the minimum amount needed for the job. ci Calibrate fertilizer distributors to avoid excessive application. Employ techniques to minimize off-target application (e.g., spray drift) of pesticides, including consideration of alternative application techniques. o Apply pesticides only when wind speeds are low. Fertilizers should be worked into the soil rather than dumped or broadcast onto the surface. E3 Irrigate slowly to prevent runoff and then only as much as is needed. clean pavement and sidewalk if fertilizer is spilled on these surfaces before applying irrigation water. Inspection Inspect irrigation system periodically to ensure that the right amount of water is being applied and that excessive runoff is notoccurring. Minimize excess watering and repair leaks in the irrigation system as soon as they are observed. September 2014 California Stormwater BMP Handbook 3 of 6 Industrial and Commercial Building & Grounds Maintenance SC-41 (a Spill Response and Prevention Procedures Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. a Place a stockpile of spill cleanup materials, such as brooms, dustpans, and vacuum sweepers (if desired) near the storage area where it will be readily accessible. Have employees trained in spill containment and cleanup present during the loading/unloading of dangerous wastes, liquid chemicals, or other materials. Familiarize employees with the Spill Prevention Control and Countermeasure Plan. Clean up spills immediately. Material Handling and Waste Management a Follow all federal, state, and local laws and regulations governing the use, storage, and disposal of fertilizers and pesticides and training of applicators and pest control advisors. Use less toxic pesticides that will do the job when applicable. Avoid use of copper- based pesticides if possible. Dispose of empty pesticide containers according to the instructions on the container label. Use up the pesticides. Rinse containers, and use rinse water as product. Dispose of unused pesticide as hazardous waste, Implement storage requirements for pesticide products with guidance from the local fire department and County Agricultural Commissioner. Provide secondary containment for pesticides. .-. -• Employee Training Program Educate and train employees on pesticide use and in pesticide application techniques to prevent pollution. ci Train employees and contractors in proper techniques for spill containment and cleanup. a Be sure the frequency of training takes into account the complexity of the operations and the needs of individual staff. Quality Assurance and Record Keeping ci Keep accurate logs that document maintenance activities performed and minimum BMP measures implemented. Keep accurate logs of spill response actions that document what was spilled, how it was cleaned up, and how the waste was disposed. a Establish procedures to complete logs and file them in the central office. September 2014 California Stormwater BMP Handbook 4 of 6 Industrial and Commercial www.casqa.org , Building & Grounds Maintenance SC-41 Potential Capital Facility Costs and Operation & Maintenance Requirements Facilities u Additional capital costs are not anticipated for building and grounds maintenance. Implementation of the minimum BMPs described above should be conducted as part of regular site operations. Maintenance o Maintenance activities for the BMPs described above will be minimal, and no additional cost is anticipated. Supplemental Information Fire Sprinkler Line Flushing Site fire sprinkler line flushing may be a source of non-stormwater runoff pollution. The water entering the system is usually potable water, though in some areas it may be non- potable reclaimed wastewater. There are subsequent factors that may drastically reduce the quality of the water in such systems. Black iron pipe is usually used since it is cheaper than potable piping, but it is subject to rusting and results in lower quality water. Initially, the black iron pipe has an oil coating to protect it from rusting between manufacture and installation; this will contaminate the water from the first flush but not from subsequent flushes. Nitrates, poly-phosphates and other corrosion inhibitors, as well as fire suppressants and antifreeze may be added to the sprinkler water system. Water generally remains in the sprinkler system a long time (typically a year) and between flushes may accumulate iron, manganese, lead, copper, nickel, and zinc. The water generally becomes anoxic and contains living and dead bacteria and breakdown products from chlorination. This may result in a significant BOD problem and the water often smells. Consequently dispose fire sprinkler line flush water into the sanitary sewer. Do not allow discharge to storm drain or infiltration due to potential high levels of pollutants in fire sprinkler line water. References and Resources City of Seattle, Seattle Public Utilities Department of Planning and Development, 2009. Stormwater Manual Vol.1 Source Control Technical Requirements Manual. Kennedy/Jenks Consultants, 2007. The Truckee Meadows Industrial and Commercial Storm Water Best Management Practices Handbook. Available online at: http: /Jwww.cityofsparks.usjsites/defaultjflles/assets/documents/env- control/constructionJTi4-I-C BMP Handbook 2-07-fln0l.pdf. Orange County Stormwater Program, Best Management Practices for industrial/Commercial Business Activities. Available online at: http://ocwatersbeds.com/docments/bmp/industrialcomrnerciaibusinessesactivi ties. Sacramento Stormwater Management Program. Best Management Practices for Industrial Storm Water Pollution Control. Available online at: September 2014 California Storinwater BMP Handbook 5 of 6 Industrial and Commercial Building & Grounds Maintenance SC-41 niAnuaLpff US EPA, J997. Rest Management Practices Handbook/or Hazardous Waste Containers. Available online at: Ventura Countywide Stormw8ter Management Program Clean Business Pact Sheets. Available online at: htLp://Mstormwater.or/docwnents/prg1arnS busüiess/building.pdf. September 2014 Callfoinla Stonnwtflcr WP Handbook 6 of 6 industrial and Commercial _bjectives ___ - Cover contain Educate Reduce/Minimize Tgeted Constituents Sediment Nutrients I Trash I Metals - I,' Bacteria / Oil and Grease Organics Minimum BMPs: Covered Good Housekeeping Preventative I ' Maintenance - Spill and Leak Prevention and I Response ei Material Handling & 4 Erosion and Sediment Controls ( Employee Training gram - ....-..--. - ............. Ah Quality Assurance # Record Keeping CALIFORNIA ST0RMWATEfl OL;A .i'rY ASSOCLAIO N Drainage System Maintenance SC-44 Description As a consequence of its function, the stormwater drainage facilities on site convey stormwater that may contain certain pollutants either to the offsite conveyance system that collects and transports urban runoff and stormwater, or directly to receiving waters. The protocols in this fact sheet are intended to reduce pollutants leaving the site to the offsite drainage infrastructure or to receiving waters through proper on-site conveyance system operation and maintenance. The targeted constituents will vary depending on site characteristics and operations. Approach Successful implementation depends on effective training of employees on applicable BMPs and general pollution prevention strategies and objectives. General Pollution Prevention Protocols Maintain catch basins, stormwater inlets, and other stormwater conveyance structures on a regular basis to remove pollutants, reduce high pollutant concentrations during the first flush of storms, prevent clogging of the downstream conveyance system, restore catch basins' sediment trapping capacity, and ensure the system functions properly hydraulically to avoid flooding. It Develop and follow a site specific drainage system maintenance plan that describes maintenance locations, methods, required equipment, water sources, sediment collection areas, disposal requirements, and any other pertinent information. Good Housekeeping Illicit Connections and Discharges ci Look for evidence of illegal discharges or illicit connections during routine maintenance of conveyance system and drainage structures: September 2014 California Stormwater BMP Handbook 1 of 7 Industrial and Commercial www.casqa.org Drainage System Maintenance SC-44 / Identify evidence of spills such as paints, discoloring, odors, etc. V Record locations of apparent illegal discharges/illicit connections. ( Track flows back to potential discharges and conduct aboveground inspctions. This can be done through visual inspection of upgradient manholes or alternate techniques including zinc chloride smoke testing, fluorometric dye testing, physical inspection testing, or television camera inspection. V Eliminate the discharge once the origin of flow is established. D Stencil or demarcate storm drains, where applicable, to prevent illegal disposal of pollutants. Storm drain inlets should have messages such as "Dump No Waste Drains to Stream" or similar stenciled next to them to warn against ignorant or intentional dumping of pollutants into the storm drainage system. o Refer to fact sheet SC-jo Non-Stormwater Discharges for additional information. illegal Dumping D Inspect and clean up hot spots and other storm drainage areas regularly where illegal dumping and disposal occurs. Establish a system for tracking incidents. The system should be designed to identify the following: v Illegal dumping hot spots; I Types and quantities (in some cases) of wastes; v' Patterns in time of occurrence (time of day/night, month, or year); I Mode of dumping (abandoned containers, "midnight dumping" from moving vehicles, direct dumping of materials, accidents/spills); and I Responsible parties. E3 Post "No Dumping" signs in problem areas with a phone number for reporting dumping and disposal. Signs should also indicate fines and penalties for illegal dumping. a Refer to fact sheet SC-10 Non-Stormwater Discharges for additional information. Preventative Maintenance Catch Basins/Inlet Structures a Staff should regularly inspect facilities to ensure compliance with the following: I Immediate repair of any deterioration threatening structural integrity. I cleaning before the sump is 40% full. Catch basins should be cleaned as frequently as needed to meet this standard. September 2014 California Stormwater BMP Handbook 2 of 7 industrial and Commercial Drainage System Maintenance SC-44 Clean catch basins, storm drain inlets, and other conveyance structures before the wet season to remove sediments and debris accumulated (luring the summer. Conduct inspections more frequently during the wet season for problem areas where sediment or trash accumulates more often. Prioritize storm drain inlets; clean and repair as needed. a Keep accurate logs of the number of catch basins cleaned. Store wastes collected from cleaning activities of the drainage system in appropriate containers or teinporaLy storage sites in a manner that prevents discharge to the Storm drain. Dewater the wastes if necessary with outflow into the sanitary sewer if permitted. Water should be treated with an appropriate filtering device prior to discharge to the samialy sewer. If discharge to the sanitary sewer is not allowed, water should be pumped or vacuumed to a tank and properly disposed. Do not dewater near a storm drain or stream. Storm Drain Conveyance System a Locate reaches of storm drain with deposit problems and develop a flushing schedule that keeps the pipe clear of excessive buildup. Collect and pump flushed effluent to the sanitary sewer for treatment whenever possible. Pump Stations Clean all storm drain pump stations prior to the wet season to remove silt and trash. Do not allow discharge to reach the storm drain system when cleaning a storm drain pump station or other facility. Conduct routine maintenance at each pump station. Inspect, clean, and repair as necessary all outlet structures prior to the wet season. Open Channel Modify storm channel characteristics to improve channel hydraulics, increase pollutant removals, and enhance channel/creek aesthetic and habitat value. a Conduct channel modification/improvement in accordance with existing laws. Any person, government agency, or public utility proposing an activity that will change the natural state of any river, stream, or lake in California, must enter into a Steam or Lake Alteration Agreement with the Department of Fish and Wildlife. The developer-applicant should also contact local governments (city, county, special districts), other state agencies (SWRCB, RWQCJ3, Department of Forestry, Department of Water Resources), and Army Corps of Engineers and IJSFWS. Spill Response and Prevention Procedures - a Keep your spill prevention control plan up-to-date. September 2014 California Stormwater BMP Handbook 3 of 7 Industrial and Commercial www.cama.org Drainage System Maintenance SC-44 ci Investigate all reports of spills, leaks, and/or illegal dumping promptly. Place a stockpile of spill cieanup materials where it will be readily accessible or at a central location. Clean up all spills and leaks using "dry" methods (with absorbent materials and/or rags) or dig up, remove, and properly dispose of contaminated soil. rEmployee 'ainng Program a Educate employees about pollution prevention measures and goals. Train employees how to properly handle and dispose of waste using the source control BMPs described above. ci Train employees and subcontractors in proper hazardous waste management. a Use a training log or similar method to document training. a Ensure that employees are familiar with the site's spill control plan and/or proper spill cleanup procedures, ci Have staff involved in detection and removal of illicit connections trained in the following: / OSHA-required Health and Safety Training (29 CFR 1910.120) plus annual refresher training (as needed). V OSHA Confined Space Entry training (Cal-OSHA Confined Space, Title 8 and Federal OSHA 29 CFR 1910.146). v' Procedural training (field screening, sampling, smoke/dye testing, TV inspection). %Quatity Assurance and Record Keeping a Keep accurate maintenance logs that document minimum BMP activities performed for drainage system maintenance, types and quantities of waste disposed of, and any improvement actions. ci Keep accurate lags of spill response actions that document what was spilled, how it was cleaned up, and how the waste was disposed. a Keep accurate logs of illicit connections, illicit discharges, and illegal dumping into the storm drain system including how wastes were cleaned up and disposed. ci Establish procedures to complete logs and file them in the central office. Potential Limitations and Work-Arounds Provided below are typical limitations and recommended "work-arounds" for drainage system maintenance: September 2014 California Stormwater BMP Handbook 4 of 7 Industrial and Commercial Drainage System Maintenance SC-44 Clean-up activities may create a slight disturbance for local aquatic species. Access to items and material on private property may be limited. Tade-offs may exist between channel hydraulics and water quality/riparian habitat. if storm channels or basins are recognized as wetlands, many activities, including mamtenance, may be subject to regulation and permitting. I Perform all maintenance onsite and do not flush accumulated material downstream to private property or riparian habitats. Storm drain flushing is most effective in small diameter pipes (36-inch diameter pipe or less, depending on water supply and sediment collection capacity). Other considerations associated with storm drain flushing may include the availability of a water source, finding a downstream area to collect sediments, and liquid/sediment disposal. I Develop and follow a Site specific drainage system maintenance plan that describes maintenance locations, methods, required equipment, water sources, sediment collection areas, disposal requirements, and any other pertinent information. Regulations may include adoption of substantial penalties for illegal dumping and disposal. / Do not dump illegal materials anywhere onsite. I Identify illicit connections, illicit discharge, and illegal dumping. I Cleanup spills immediately and properly dispose of wastes. Local municipal codes may include sections prohibiting discharge of soil, debris, refuse, hazardous wastes, and other pollutants into the sanitary sewer system. / Collect all materials and pollutants accumulated in drainage system and dispose of according to local regulations. I Install debris excluders in areas with a trash TMDL. Potential Capital Facility Costs and Operation & Maintenance Requirements Facilities Capital costs will vat-1 substantially depending on the size of the facility and characteristics of the drainage system. Significant capital costs may be associated with purchasing water trucks, vacuum trucks, and any other necessary cleaning equipment or improving the drainage infrastructure to reduce the potential. Developing and implementing a site specific drainage system maintenance plan will require additional capital if a similar program is not already in place. September 2014 California Stormwater BMP Handbook S of 7 Industrial and Commercial www.casqa.org Drainage System Maintenance SC-44 Maintenance Two-person teams may be required to clean catch basins with vactor trucks. Teams of at least two people plus administrative personnel are required to identify illicit discharges, depending on the complexity of the storm sewer system. Arrangements must be made for proper disposal of collected wastes. Technical staff are required to detect and investigate illegal dumping violations. Methods used for illicit connection detection (smoke testing, (lye testing, visual inspection, and flow monitoring) can be costly and time-consuming. Site-specific factors, such as the level of impervious area, the density and ages of buildings and type of land use will determine the level of investigation necessary. Supplemental Information Storm Drain Flushing Flushing is a common maintenance activity used to improve pipe hydraulics and to remove pollutants in storm drainage systems. Flushing may be designed to hydraulically convey accumulated material to sti locations, such as an open channel, another point where flushing will be initiated, or the sanitary sewer and the treatment facilities, thus preventing re-suspension and overflow of a portion of the solids during storm events. Flushing prevents "plug flow" discharges of concentrated pollutant loadings and sediments. Deposits can hinder the designed conveyance capacity of the storm drain system and potentially cause backwater conditions in severe cases of clogging. Storm drain flushing usually takes place along segments of pipe with grades that are too flat to maintain adequate velocity to keep particles in suspension. An upstream manhole is selected, to place an inflatable device that temporarily plugs the pipe. Further upstream, water is pumped into the line to create a flushing wave. When the upstream reach of pipe is sufficiently full to cause a flushing wave, the inflated device is rapidly deflated with the assistance of a vacuum pump, thereby releasing the backed up water and resulting in the cleaning of the storm drain segment. To further reduce impacts of stormwater pollution, a second inflatable device placed well downstream may be used to recollect time water after the force of the flu.hing wave has dissipated. A pump may then be used to transfer the water and accumulated material to the sanitary sewer for treatment. In some cases, an interceptor structure may be more practical or required to recollect the flushed waters. It has been found that cleansing efficiency of periodic flush waves is dependent upon flush volume, flush discharge rate, sewer slope, sewer length, sewer flow rate, sewer diameter, and population density. As a rule of thumb, the length of line to be flushed should not exceed 700 feet. At this maximum recommended length, the percent removal efficiency ranges between 65-75% for organics and 55-65% for dry weather grit/inorganic material. The percent removal efficiency drops rapidly beyond that. Water is commonly supplied by a water truck, but fire hydrants can also supply water. To make the best use of water, it is recommended that reclaimed water be used if allowed or that fire hydrant line flushing coincide with storm sewer flushing. Septcmber 2014 California Stocmwjiter BMP Handbook 6 of 7 Industrial and Cgmmrdil Drainage System Maintenance SC-44 References and Resources City of Seattle, Seattle Public Utilities Department of Planning and Development, 2009. Stormwater Manual Vol.1 Source Control Technical Requirements Manual. Knox County Tennessee Stormwater Management Manual Chapter ,5 Drainage System Maintenance, 2008. Available online at: http:lbmw—.-kn-oxcouniy.org/StOMMle,EiMg ualjVoluTne%201&RQXCQ swmm vi cia p5 jan2008.pdf. US EPA. Storm Drain System Cleaning, 2012. Available online at; http:/Jcfpub.epa,g9v/npdes/stormwater/menuofbmps/index.cfm2action=hrowse&Rbut ton=detall&bmp=102. September 2014 California Stormwater BMP Handbook 7 of 7 Industrial and Commercial www.casqa.org Chapter 4: Source Control and Site Design Requirements for All Development Projects over 96 hours are particularly concerning for facilitating mosquito breeding. Certain site design features that hold standing water may similarly produce mosquitoes. How to comply: Projects shall comply with this requirement by incorporating design, construction. and maintenance principles to drain retained water within 96 hours and minimize standing water. Design calculations shall be provided to demonstrate the potential for standing water ponding at surface level and accessible to mosquitos has been addressed. For water retained in biofiltration facilities that are not accessible to mosquitoes this criteria is not applicable (i.e. water ponding in the gravel layer. water retained in the amended soil. etc.). 4.2 Source Control (SC) BMP Requirements Source control BMPs avoid and reduce pollutants in storm water runoff. Everyday activities, such as recycling, trash disposal and irrigation, generate pollutants that have the potential to drain to the storm water conveyance system. Source control BM? are defined as an activity that reduces the potential for storm water runoff to come into contact with pollutants. An activity could include an administrative action, design of a structural facility, usage of alternative materials, and operation, maintenance and inspection of an area. Where applicable and feasible, all development projects are required to implement source control BMPs. Source control BMPs (SC-1 through SC-6) are discussed below. :1Ea(!Z,!JiJj m JK]1!]!JT qT III) to] P1141,791 MMIT a mv (4iI. 1i SC-1: Prevent illicit discharges into the MS4 An illicit discharge is any discharge to the MS4 that is not composed entirely of storm water except discharges pursuant to a National Pollutant Discharge Elimination System permit and discharges resulting from firefighting activities. Projects must effectively eliminate discharges of non-storm water into the MS4. This may involve a suite of housekeeping BMPs which could include effective irrigation, dispersion of non-storm water discharges into landscaping for infiltration, and controlling wash water from vehicle washing. SC-2 Identify thi storm dram system using stenciling or sinage Storm drain signs and stencils are visible source controls typically placed adjacent to the inlets. Posting notices regarding discharge prohibitions at storm drain inlets can prevent waste dumping. Stenciling shall be provided for all storm water conveyance system inlets and catch basins within the project area. Inlet stenciling may include concrete stamping, concrete painting, placards, or other methods approved by the City. In addition to storm drain stenciling, projects are encouraged to post signs and prohibitive language (with graphical icons) which prohibit illegal dumping at trailheads, parks, building entrances and public access points along channels and creeks within the project area. The City of Oceanside does not allow the use of storm drain stencilling because stencils are generally less durable than other methods of labeling. In contrast, more permanent methods such as tiles, placards or imprints require little maintenance and are legible for many years. 4-2 February 2016 Chapter 4: Source Control and Site Design Requirements for All Development Projects *Source - Commercial Urban Runoff Requirements Manual, City of Oceanside Clean Water Program SC-3: Protect outdoormatenal storage areas from rainfall, run-on, runoff, and wind dispersal Materials with the potential to pollute storm water runoff shall be stored in.a manner that prevents contact with rainfall and storm water runoff. Contaminated runoff shall be managed for treatment and disposal (e.g. secondary containment directed to sanitary sewer). All development projects shall incorporate the following structural or pollutant control BMPs for outdoor material storage areas, as applicable and feasible: Materials with the potential to contaminate storm water shall be: Placed in an enclosure such as, but not limited to, a cabinet, or similar structure, or under a roof or awning that prevents contact with rainfall runoff or spillage to the storm water conveyance system; or Protected by secondary containment structures such as berms, dikes, or curbs. The storage areas shall be paved and sufficiently impervious to contain leaks and spills, where necessary. The storage area shall be sloped towards a sump or another equivalent measure that is effective to contain spills. Runoff from downspouts/roofs shall be directed away from storage areas. The storage area shall have a roof or awning that extends beyond the storage area to minimize collection of storm water within the secondary containment area. A manufactured storage shed may be used for small containers. SC4: Protect ma tends stored iv outdoor work area from rainfall, run-on, runoff, and wind dispersal Outdoor work areas have an elevated potential for pollutant loading and spills. All development projects shall include the following structural or pollutant control BMPs for any outdoor work areas with potential for pollutant generation, as applicable and feasible: Create an impermeable surface such as concrete or asphalt, or a prefabricated metal drip pan, depending on the size needed to protect the materials. Cover the area with a roof or other acceptable cover. Berm the perimeter of the area to prevent water from adjacent areas from flowing on to the surface of the work area. Directly connect runoff to sanitary sewer or other specialized containment system(s), as needed and where feasible. This allows the more highly concentrated pollutants from these areas to receive special treatment that removes particular constituents. Approval for this connection must be obtained from the appropriate sanitary sewer agency. Locate the work area away from storm drains or catch basins. 4-3 February 2016 Chapter 4: Source Control and Site Design Requirements for All Development Projects SC-5: Protect trash storage areas from rainfall, run-on, runoff, and wind dispersal Storm water runoff from areas where trash is stored or disposed of can be polluted. In addition, loose trash and debris can be easily transported by water or wind into nearby storm drain inlets, channels, and/or creeks. All development projects shall include the following structural or pollutant control BMPs, as applicable: Design trash container areas so that drainage from adjoining roofs and pavement is diverted around the area(s) to avoid run-on. This can include berming or grading the waste handling area to prevent run-on of storm water. Ensure trash container areas are screened or walled to prevent offsite transport of trash. Provide roofs, awnings, or attached lids on all trash containers to minimize direct precipitation and prevent rainfall from entering containers. Locate storm drains away from immediate vicinity of the trash storage area and vice versa. Post signs on all dumpsters informing users that hazardous material are not to be disposed. SC-6: Use any. additional BMPs determined to be necessary by the Copermittee to minimize pollutant generation at each project site Appendix E provides guidance on permanent controls and operational BMPs that are applicable at a project site based on potential sources of runoff pollutants at the project site. The applicant shall implement all applicable and feasible source control BMPs listed in Appendix E. No City of Oceanside specific guidance. I 4.3 Site Design (SD) BMP Requirements Site design BMPs (also referred to as LID BMPs) are intended to reduce the rate and volume of storm water runoff and associated pollutant loads. Site design BMPs include practices that reduce the rate and/or volume of storm water runoff by minimizing surface soil compaction, reducing impervious surfaces, and/or providing flow pathways that are "disconnected" from the storm drain system, such as by routing flow over pervious surfaces. Site design BMPs may incorporate interception, storage, evaporation, evapotranspiration, infiltration, and/or filtration processes to retain and/or treat pollutants in storm water before it is discharged from a site; Site design BMPs shall be applied to all development projects as appropriate and practicable for the project site and project conditions. Site design BMPs are described in the following subsections. I dik-I tie -.94 LM - ;W@ 4 1 - FrOW! 41 1111111,1 11 W. 11 1 I!!flSJYW ! !!?A Lrrt ,I, ! I S%flA! !X2%-- LS1 'tYak jt.IS I .- 1II,rs U 4-4 February 2016 Chapter 4: Source Control and Site Design Requirements for All Development Projects sensitive areas of the site and set back from natural areas, storm water runoff is reduced, water quality can be improved, environmental impacts can be decreased, and many of the site's most attractive native landscape features can be retained. In some situations, site constraints, regulations, economics, and/or other factors may not allow avoidance of all sensitive areas on a project site. Project applicant shall consult the City for jurisdictional specific requirements for mitigation of removal of sensitive areas. I No City of Oceanside specific guidance. I Projects can incorporate SD-2 by implementing the following planning and design phase techniques as applicable and practicable: LEAST SENSITIVE AREAS DEVOID OF VEGETATION, INCLUDING PREVIOUSLY GRADED AREAS AND AGRICULTURAL FIELDS AREAS OF NON-NATIVE VEGETATION, DISTURBED HABITATS AND EUCALYPTUS WOODLANDS WHERE RECEIVING WATERS ARE NOT PRESENT AREAS OF CHAMISEOR MIXED CHAPARRAL, AND NON-NATIVE GRASSLANDS. AREAS CONTAINING COASTAL SCRUB COMMUNES ALL OTHER UPLAND COMMUNITIES OCCUPIED HABITAT OF SENSITIVE SPECIES AND • Avoid areas with thick, undisturbed LOCALJURISDICTION) ALL WETLANDS (AS BOTH ARE DEFINED BY THE vegetation. Soils m these areas have a V, much higher capacity to store and MOST SENSITIVE infiltrate runoff than disturbed soils, and reestablishment of a mature vegetative community can take decades. Vegetative cover can also provide additional volume storage of rainfall by retaining water on the surfaces of leaves, branches, and trunks of trees during and after storm events. Preserve trees, especially native trees and shrubs, and identify locations for planting additional native or drought tolerant trees and large shrubs. In areas of disturbance, topsoil should be removed before construction and replaced after the project is completed. When handled carefully, such an approach limits the disturbance to native soils and reduces the need for additional (purchased) topsoil during later phases. Avoid sensitive areas, such as wetlands, biological open space areas, biological mitigation sites, streams, fioodplains, or particular vegetation communities, such as coastal sage scrub and intact forest. Also, avoid areas that are habitat for sensitive plants and animals, particularly those, State or federally listed as endangered, threatened or rare. Development in these areas is often restricted by federal, state and local laws. (•' SD-3: Minimize impervious area o Construct streets, sidewalks or parking lots aisles to the minimum widths necessary, provided public safety is not compromised 0 Minimize the impervious footprint of the project 4-7 February 2016 Identify areas most suitable for development and areas that should be left undisturbed. Additionally, reduced disturbance can be accomplished by increasing building density and increasing height, if possible. Cluster development on least-sensitive portions of a site while leaving the remaining land in a natural undisturbed condition. Chapter 4: Source Control and Site Design Requirements for All Development Projects One of the principal causes of environmental impacts by development is the creation of impervious surfaces. Imperviousness links urban land development to degradation of aquatic ecosystems in two ways: First, the combination of paved surfaces and piped runoff efficiently collects urban pollutants and transports them, in suspended or dissolved form, to surface waters. These pollutants may originate as airborne dust, be washed from the atmosphere during rains, or may be generated by automobiles and outdoor work activities. Second, increased peak flows and runoff durations typically cause erosion of stream banks and beds, transport of fine sediments, and disruption of aquatic habitat. Measures taken to control stream erosion, such as hardening banks with riprap or concrete, may permanently eliminate habitat. Impervious cover can be minimized through identification of the smallest possible land area that can be practically impacted or disturbed during site development Reducing impervious surfaces retains the permeability of the project site, allowing natural processes to filter and reduce sources of pollution. Projects can incorporate SD-3 by implementing the following planning and design phase techniques as applicable and practicable: Decrease building footprint through (the design of compact and taller structures when allowed by local zoning and design standards and provided public safety is not compromised. Construct walkways, trails, patios, overflow parking lots, alleys and other low-traffic areas with permeable surfaces. Construct streets, sidewalks and parking lot aisles to the minimum widths necessary, provided that public safety and alternative transportation (e.g. pedestrians, bikes) are not compromised. Consider the implementation of shared parking lots and driveways where possible. SlIVWIIfdld Landscaped area in the center of a cul-de-sac can reduce impervious Source: County of San Diego LID Handbook area depending on configuration. Design of a landscaped cul-de-sac must be coordinated with fire department personnel to accommodate turning radii and other operational needs. Design smaller parking lots with fewer stalls, smaller stalls, more efficient lanes. 4-8 February 2016 Chapter 4: Source Control and Site Design Requirements for All Development Projects Design indoor or underground parking. Minimize the use of impervious surfaces in the landscape design. SD-4: Minimize soil compaction o Minimize soil compaction in landscaped areas The upper soil layers contain organic material, soil biota, and a configuration favorable for storing and slowly conveying storm water down gradient By protecting native soils and vegetation in appropriate areas during the clearing and grading phase of development the site can retain some of its existing beneficial hydrologic function. Soil compaction resulting from the movement of heavy construction equipment can reduce soil infiltration rates. It is important to recognize that areas adjacent to and under building foundations, roads and manufactured slopes must be compacted with minimum soil density requirements in compliance with local building and grading ordinances. Projects can incorporate SD-4 by implementing the following planning and design phase techniques as applicable and practicable: Avoid disturbance in planned green space and proposed landscaped areas where feasible. These areas that are planned for retaining their beneficial hydrological function should be protected during the grading/construction phase so that vehicles and construction equipment do not intrude and inadvertently compact the area. In areas planned for landscaping where compaction could not be avoided, re-till the soil surface to allow for better infiltration capacity. Soil amendments are recommended and may be necessary to increase permeability and organic content Soil stability, density requirements, and other geotechnical considerations associated with soil compaction must be reviewed by a qualified landscape architect or licensed geotechnical, civil or other professional engineer. Disperse impervious areas 0 Disconnect impervious surfaces through disturbed pervious areas 0 Design and construct landscaped or other pervious areas to effectively receive and infiltrate, retain and/or treat runoff from impervious areas prior to discharging to the MS4 Impervious area dispersion (dispersion) refers to the practice of essentially disconnecting impervious areas from directly draining to the storm drain system by routing runoff from impervious areas such as rooftops, walkways, and driveways onto the surface of adjacent pervious areas. The intent is to slow runoff discharges, and reduce volumes while achieving incidental treatment. Volume reduction from dispersion is dependent on the infiltration characteristics of the pervious area and the amount of impervious area draining to the pervious area. Treatment is achieved through filtration, shallow sedimentation, sorption, infiltration, evapotranspiration, biochemical processes and plant uptake. The effects of imperviousness can be mitigated by disconnecting impervious areas from the drainage system and by encouraging detention and retention of runoff near the point where it is generated. Detention and retention of runoff reduces peak flows and volumes and allows pollutants to settle out or adhere to soils before they can be transported downstream. Disconnection practices may be applied in almost any location, but impervious surfaces must discharge into a suitable receiving area for the practices to be effective. Information gathered during the site assessment will help determine 4-9 February 2016 Chapter 4: Source Control and Site Design Requirements for All Development Projects lower areas of the site. Pervious area that receives run on from impervious surfaces shall have a minimum width of 10 feet and a maximum slope of 5%. .SD-6: Collect runoff O Use small collection strategies located at, or as close to as possible to the sources (i.e. the point where storm water initially meets the ground) to minimize the transport of runoff and pollutants to the MS4 and receiving waters U Use permeable material for projects with low traffic areas and appropriate soil conditions Distributed control of storm water runoff from the site can be accomplished by applying small collection techniques (e.g. green roofs), or integrated management practices, on small sub- catchments or on residential lots. Small collection techniques foster opportunities to maintain the natural hydrology provide a much greater range of control practices. Integration of storm water management into landscape design and natural features of the site, reduce site development and long-term maintenance costs, and provide redundancy if one technique fails. On flatter sites, it typically works best to intersperse landscaped areas and integrate small scale retention practices among the buildings and paving. Permeable pavements contain small voids that allow water to pass through to a gravel base. They come in a variety of forms; they may be a modular paving system (concrete payers, grass-pave, or gravel-pave) or poured in place pavement (porous concrete, permeable asphalt). Project applicants should identify locations where permeable pavements could be substituted for impervious concrete or asphalt paving. The O&M of the site must ensure that permeable pavements will not be sealed in the future. In areas where infiltration is not appropriate, permeable paving systems can be fitted with an under drain to allow filtration, storage, and evaporation, prior to drainage into the storm drain system. Projects can incorporate SD-6 by implementing the following planning and design phase techniques as applicable and practicable: Implementing distributed small collection techniques to collect and retain runoff Installing permeable pavements (see SD-6B in Appendix E) SD-7: Landscape with native or drought tolerant species All development projects are required to select a landscape design and plant palette that minimizes required resources (irrigation, fertilizers and pesticides) and pollutants generated from landscape areas. Native plants require less fertilizers and pesticides because they are already adapted to the rainfall patterns and soils conditions. Plants should be selected to be drought tolerant and not require watering after establishment (2 to 3 years). Watering should only be required during prolonged dry periods after plants are established. Final selection of plant material needs to be made by a landscape architect experienced with LID techniques. Microclimates vary significantly throughout the region and consulting local municipal resources will help to select plant material suitable for a specific geographic location. Projects can incorporate SD-7 by landscaping with native and drought tolerant species. 4-11 February 2016 Chapter 4: Source Control and Site Design Requirements for All Development Projects Recommended plant list is included in Appendi\ E (Fact Sheet PL). SD-8: Harvest and use precipitation Harvest and use BIV[Ps capture and stores storm water runoff for later use. Harvest and use can be applied at smaller scales (Standard Projects) using rain barrels or at larger scales (PDPs) using cisterns. This harvest and use technique has been successful in reducing runoff discharged to the storm drain system conserving potable water and recharging groundwater. Rain barrels are above ground storage vessels that Ptotcrpl: (cutew of .thd SoLit 'u capture runoff from roof downspouts during rain events and detain that runoff for later reuse for irrigating landscaped areas The temporary storage of roof runoff reduces the runoff volume ' L from a property and may reduce the peak runotl velocity for small, frequently occurring storms, In addition, by reducing the amount of storm water runoff that flows overland into a storm water cons e anuc s stern (storm drain inlets and drain pipes), less pollutants are transported through the conveyance system into local creeks and the ocean. The reuse of the detained water for irrigation purposes leads to the conservation of potable water and the recharge of groundwater. SD-8 fact sheet in Appendix B provides additional detail for designing Harvest and Use BMPs. Projects can incorporate SD-8 by installing rain barrels or cisterns, as applicable. 4-12 February 2016 ATTACHMENT 6 ADDITIONAL SUPPORTING DOCUMENTATION Appendix E: BMP Design Fact Sheets E.14 BF-3 Proprietary Biofiltration Systems The purpose of this fact sheet is to help explain the potential role of proprietary BMPs in meeting biofiltration requirements, when full retention of the DCV is not feasible. The fact sheet does not describe design criteria like the other fact sheets in this appendix because this information varies by BMP product model. Criteria for Use of a Proprietary BMP as a Bio filtration BMP A proprietary BMP may be acceptable as a "biofiltration BMP" under the following conditions: The BMP meets the minimum design criteria listed in Appendix F, including the pollutant treatment performance standard in Appendix F.1; The BMP is designed and maintained in a manner consistent with its performance certifications (See explanation in Appendix F.2); a The BMP is acceptable at the discretion of the City Engineer. In determining the acceptability of a BMP, the City Engineer should consider, as applicable, (a) the data submitted; (b) representativeness of the data submitted; (c) consistency of the BMP performance claims with pollutant control objectives; certainty of the BMP performance claims; (d) for projects within the public right of way and/or public projects: maintenance requirements, cost of maintenance activities, relevant previous city experience with operation and maintenance of the BMP type, ability to continue to operate the system in event that the vending company is no longer operating as a business; and (e) other relevant factors. Guidance for Sizing a Proprietary BMP as a 810 filtration BMP 1 Proprietary biofiltration BMPs must meet the same sizing guidance as non-proprietary BMPs. Sizing is typically based on capturing and treating 1.50 times the DCV not reliably retained. Guidance for sizing bioflitration BMPs to comply with requirements of this manual is provided in Appendix F.2. E-77 February 2016 910? Annjqaa if-fl UAjOS uipnpq (g) suoqoip&q wnjoid 2upnpui () snpoid jwnz jo poo; sjou sn puqji iunnilod jEpuzod y () $z RuWzd poun spnprn pfozd 2tpp 3unnilod jauaod v () isuo ss 2uidspuj;i iunnllod jiod v (i) jquod = Cl pdppu = x sLkI (1)d x x (s)d x (sx x Wa x V sq2q.j sRno x x x x x 2uqong ()a x (i)a x x Wa Wa i 2uwa z000'c< x x x x - X - x 3uu1dopaU P!5U!H (i)a X X X X SIE2S3'J x x (s)sx x sdoq dj AOWO2fl Ansnpuj x x x x x x am uo< (S)CI x (S)CI x (z)a x (i)a (1)d JU2U1lClOPA2Cj uwdop X d (z)a (Ud X X X pq'Bw uwdop X X X X X X X 1EPUDP!SH p'pa OMM &ud J&1 &wIsu ____ ___ I!1Thjiilj ___ _ dAj asfl puj £q p.iuj sunjjoj jpuoj put pdppuy :j-9 a'lrnvl spOq3}%j 2uRS pus suOpjnj 3120!OJpAH jO2UO3 WUlU0d jawA& UUO3 : xpuddy L 90421J j -- / - , 2. - , •_•_7__ . -z- ..,. -, 4x 1r-v yL\ - . y : 71 : j A 111.r N MS4 Outfall Discharge Monitoring Station Inventory: Highest Priority Non-storm Water Persistent Flow with Unit ID ' ( Persistent Flow / •': , Not Persistent Flew : k Other Outfalls: u1I, Carlsbad MS4 Outfall •. ' fi Inlet Other Private Outfall \/ MS4 Pipe Owned/Maintained by the City of Carlsbad JTT ' •. MS4 Channel Owned/Maintained by the City of Carlsbad 7 ' MS4 Pipe NOT Owned/Maintained by the City of Carlsbad ' 1 MS4 Channel NOT Owned/Maintained by the City of Carlsbad Non-impaired Receiving Waters Impaired Receiving Waters Hydrologic Sub-areas: 1 - :: 904.4 904.51 - 0 1.000 2000 1 1 904.61 0 0.25 05 MI'.. City of MS4 Map and Corresponding Carlsbad Drainage Areas E.2.b. I - Carlsbad Watershed Management Area * J H 904 00 211 mu2 £ A - - ' lip, d if ; '•- C Not- Rio- 4 -: 44 x? c. V 4VV- V i . 3VV - V - '' 'V 'iv• * w'wy 11 . . VV V V?Ic4 Zlg Legend Watershed Boundaries Municipal Boundaries Regional WMAA Streams Exempt Bodies Exempt Storm Water Conveyance Systems: Existing underground storm drains or conveyance channels whose bed and bank are concrete-lined, dischoring directly to exempt water bodies exempt riven, or localized areas of Agua Hedlondo Lagoon and Exempt River Reaches: Reoires of San Luis Roy River, San Diegxite River Son Dingo River Forester Creek Sweetwater River Otoy River and Escondido Creek 'tL. my mop iso'ro SCOVC Receiving Waters and Conveyance Systems Exempt (Virisslitet from Hydromodification Management Requirements Exhibit Date: January 12, 2018 iii: 'I' I, :T. — - '- Ai : ç; I V'lL r Lr p - I- •,' Legend Watershed Boundaries Municipal Boundaries Rivers & Streams Regional WMAA Streams Polerrtiol Critical Coarse Sediment Yield Areas Potential Critical Coarse Sediment Yield Areas Carlsbad Watershed - HU 904.00, 211 mi2 Mild 0 25 50 100 150 t ( Exhibit Date: Sept. 8, 2014 1 1 1 Appendix C: Geotechnical and Groundwater Investigation Requirements C.5 Feasibility Screening Exhibits Table C.5-1 lists the feasibility screening exhibits that were generated using readily available GIS data sets to assist the project applicant to screen the project site for feasibility. Table C.5-1: Feasibility Screening Exhibits Hydrologic Soil Hydrologic Soil Group will aid in determining SanGIS Group - A, B, C, D areas of potential http://www.sangis.org/ infiltration C.1 Soils Hydric soils will indicate layers of USDA Web Soil Survey. Hydric soils, Hydric Soils intermittent saturation (ratings of 100) were classified as hydric. that may function like a http://websoilsurvey.sc.egov.usda.gov/Ap D soil and should be p/HomePage.htm avoided for infiltration BMPs are hard to construct on slopes SanGIS Slopes >25% >25% and can potentially cause slope http://www.sangis.org/ instability Liquefaction BMPs (particularly SanGIS Slopes and Geologic Potential infiltration BMPs) must http://www.sangis.org/ Hazards not be sited in areas with high potential for SanGIS Geologic Hazards layer. Subset of Landslide liquefaction or polygons with hazard codes related to Potential landslides to minimize landslides was selected. This data is limited earthquake/landslide to the City of San Diego Boundary. risks http://www.sangis.org/ GeoTracker. Data downloaded for San Infiltration BMPs will Diego county from 2014 and 2013. In cases need to be sited in where there were multiple measurements Groundwater Groundwater areas with adequate made at the same well, the average was Table Depths distance (>10 ft) from taken over that year. Elevations the groundwater table http://geotracker.waterboards.ca.gov/data _download_by....county.asp Contaminated Infiltration must GeoTracker. Data downloaded for San Contaminated soils and/or limited in areas of Diego county and limited to active cleanup Sites groundwater contaminated sites sites soil/groundwater http://geotracker.waterboards.ca.gov/ C-il February 2016 2051 PALOMAR AIRPORT RD. D85=0.65 IN — -1I tiiL/ / Jy & San Diego County 85th Percentile Isopluvials 5b. 11_Iso, . ...O S sft.dEI5% ,NI W0.0 b. I a-G GIS L.QI INEW Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods TABLE B.6-1. Anticipated and Potential Pollutants Generated by Land Use Type RamamwtZ gIl!IT, ____ ROW __ JIi4Ii ___ _______ ___ _ ____ _______ cj ____ _ ______ ___ _ Detached Residential X X X X X X X Development Attached Residential X X X P(1) P(2) P X Development Commercial Development P(1) P(1) X P(2) X P(5) X P(3) P(5) >one acre Heavy Industry Automotive X X(4)(5) X X Repair Shops Restaurants X X X X P(1) Hillside Development x x x x x x >5,000ft2 Parking Lots P(l) P(1) X X P(1) X P(l) Retail Gasoline X X X X X Outlets Streets, Highways & X P(1) X X(4) X P(5) X X P(l) Freeways X = anticipated P = potential A potential pollutant if landscaping exists onsite. A potential pollutant if the project includes uncovered parking areas. A potential pollutant if land use involves food or animal waste products. Including petroleum hydrocarbons. Including solvents. B40 February 2016 Appendix D: Approved Infiltration Rate Assessment Methods Table D.2-4: Guidance for Determining Individual Factor Values ON&1tUhi.rsLi1iu1 XIL1) At least 4 tests within BMP Infiltration footprint, OR Large/Small Testing Any At least 2 tests of any kind Scale Pilot Infiltration Testing Method within 50' of BMP. over at least 5% of BMP footprint Soil Texture Unknown, Silty, Loamy Granular/Slightly Loamy Class or Clayey Soil Unknown or Moderately Homogeneous Significantly Homogeneous Variability High Depth to Groundwater! <5' below BMP 5-15' below BMP >15' below BMP Obstruction Provides good pretreatment Provides excellent pretreatment Pretreatment None/Minimal OR does not receive significant OR only receives runoff from runoff from unpaved areas rooftops and road surfaces. Includes underdrain/backup Includes underdrain/backup Resiliency None/Minimal drainage that ensures ponding drainage AND supports easy restoration of impacted draws down in <96 hours infiltration rates. Compaction Moderate Low Likelihood Very Low Likelihood Likelihood www.sandiegocounty.gov/stormwater D-13 Effective January 1, 2019 N;hfta WASUIAGTON STATE DEPOOTMENT OF ECOLOGY December 2015 GENERAL USE LEVEL DESIGNATION FOR BASIC, ENHANCED, AND PHOSPHORUS TREATMENT For the MWS-Linear Modular Wetland Ecology's Decision: 'Based on Modular Wetland Systems, Inc. application submissions, including the Technical ;Evaluation Report, dated April 1, 2014, Ecology hereby issues the following use level General use level designation (GULD) for the MWS-Linear Modular Wetland Stormwater Treatment System for Basic treatment Sized at a hydraulic loading rate of 1 gallon per minute (gpm) per square foot (sq fl) of wetland cell surface area. For moderate pollutant loading rates (low to medium density residential basins), size the Prefilters at 3.0 gpm/sq ft of cartridge surface area. For high loading rates (commercial and industrial basins), size the Prefilters at 2.1 gpm/sq ft of cartridge surface area. i.ienerai use level aesignati Treatment System for Phos treatment Sized at a hydraulic loading rate of 1 gallon per minute (gpm) per square foot (sq ft)of wetland cell surface area. For moderate pollutant loading rates (low to medium density residential basins), size the Prefilters at 3.0 gpm/sq ft of cartridge surface area. For high loading rates (commercial and industrial basins), size the Prefilters at 2.1 gpm/sq ft of General use level designation (GULD) for the MWS-Linear Modular Wetland Stormwater Treatment System for Enhanced treatment Sized at a hydraulic loading rate of 1 gallon per minute (gpm) per square foot (sq ft) of Wetland cell surface area. For moderate pollutant loading rates (low to medium density residential basins), size the Prefilters at 3.0 gpm/sq ft of cartridge surface area. For high loading rates (commercial and industrial basins), size the Prefilters at 2.1 gpm/sq ft of cartridge surface area. 4. Ecology approves the MWS - Linear Modular Wetland Stormwater Treatment System units for Basic, Phosphorus, and Enhanced treatment at the hydraulic loading rate listed above. - - Designers shall calculate the water quality design flow rates using the following procedures: r ------------------ ----- '------------ Western Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using the latest version of the Western Washington Hydrology Model or other Ecology-approved continuous runoff model. . Eastern Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using one of the three methods described in Chapter 2.2.5 of the Stormwater Management Manual for Eastern Washington (SWMMEW) or local manual. Entire State: For treatment installed downstream of detention, the water quality design I flow rate is the full 2-year release rate of the detention facility. - - . These use level desigiitions have no expiration date but may be revoked or amended by Ecology, and are subject to the conditions specified below. Eco1ovs Conditions of Use: Applicants shall comply with the following conditions: 1. Design, assemble, install, operate, and maintain the MWS - Linear Modular Wetland Stormwater Treatment System units, in accordance with Modular Wetland Systems, Inc. applicable manuals and documents and the Ecology Decision. '2. Each site plan must undergo Modular Wetland Systems, Inc. review and approval before site installation. This ensures that site grading and slope are appropriate for use of a MWS - Linear Modular Wetland Stormwater Treatment System unit. MWS - Linear Modular Wetland Stormwater Treatment System media shall conform to the specifications submitted to, and approved by, Ecology. The applicant tested the MWS - Linear Modular Wetland Stormwater Treatment System with an external bypass weir. This weir limited the depth of water flowing through the media, and therefore the active treatment area, to below the root zone of the plants. This GULD applies to MWS - Linear Modular Wetland Stormwater Treatment Systems whether, plants are included in the final product or not. Maintenance: The required maintenance interval for stormwater treatment devices is often dependent upon the degree of pollutant loading from a particular drainage basin. Therefore, Ecology does not endorse or recommend a "one size fits all" maintenance cycle for a particular model/size of manufactured filter treatment device. . Typically, Modular Wetland Systems, Inc. designs MWS - Linear Modular Wetland systems for a target prefilter media life of 6 to 12 months. Indications of the need for maintenance include effluent flow decreasing to below the design flow rate or decrease in treatment below required levels. Owners/operators must inspect MWS - Linear Modular Wetland systems for a minimum I of twelve months from the start of post-construction operation to determine site-specific maintenance schedules and requirements. You must conduct inspections monthly during the wet season, and every other month during the thy season. (According to the SWMMWW, the wet season in western Washington is October 1 to April 30. According: to SWMMEW, the wet season in eastern Washington is October 1 to June 30). After the first year of operation, owners/operators must conduct inspections based on the findings, during the first year of inspections. Conduct inspections by qualified personnel, follow manufacturer's guidelines, and use methods capable of determining either a decrease in treated effluent flowrate and/or a decrease in pollutant removal ability. When inspections are performed, the following findings typically serve as maintenance . Standing water remains in the vault between rain events, or Bypass occurs during storms smaller than the design storm. if excessive floatables (trash and debris) are present (but no standing water or excessive sedimentation), perform a minor maintenance consisting of gross solids removal, not prefilter media replacement. 1 Additional data collection will be used to create a correlation between pretreatment chamber sediment depth and pre-filter clogging (see Issues to be Addressed by the Company section below) Wetland Stormwater Treatment System units shall not cause or contribute to water quality standards violations in receiving waters. Applicant: Modular Wetland Systems, Inc. Applicant's Address: P0. Box 869 Oceanside, CA 92054 Application Documents: Original Application for Conditional Use Level Designation, Modular Wetland System, Linear Stormwater Filtration System Modular Wetland Systems, Inc., January 2011 Quality Assurance Project Plan: Modular Wetland system - Linear Treatment System performance Monitoring Project, draft, January 2011. Revised Application for Conditional Use Level Designation, Modular Wetland System, Linear Stormwater Filtration System Modular Wetland Systems, Inc., May 2011 Memorandum: Modular Wetland System-Linear GULD Application Supplementary Data, April 2014 Technical Evaluation Report: Modular Wetland System Stormwater Treatment System Performance Monitoring, April 2014. Applicant's Use Level Request: General use level designation as a Basic, Enhanced, and Phosphorus treatment device in accordance with Ecology's Guidance for Evaluating Emerging Stormwater Treatment Technologies Technology Assessment Protocol - Ecology (TAPE) January 2011 Revision. Applicant's Performance Claims: The MWS - Linear Modular wetland is capable of removing a minimum of 80-percent of TSS from stormwater with influent concentrations between 100 and 200 mg/i. The MWS - Linear Modular wetland is capable of removing a minimum of 50-percent of Total Phosphorus from stormwater with influent concentrations between 0.1 and 0.5 mg/l. The MWS - Linear Modular wetland is capable of removing a minimum of 30-percent of dissolved Copper from stormwater with influent concentrations between 0.005 and 0.020 mg/i. The MWS - Linear Modular wetland is capable of removing a minimum of 60-percent of dissolved Zinc from stormwater with influent concentrations between 0.02 and 0.30 mg/i. Ecology Recommendations: Modular Wetland Systems, Inc. has shown Ecology, through laboratory and field- testing, that the MWS - Linear Modular Wetland Stormwater Treatment System filter system is capable of attaining Ecology's Basic, Total phosphorus, and Enhanced treatment goals. Findings of Fact: Laboratory Testing The MWS-Linear Modular wetland has the: Capability to remove 99 percent of total suspended solids (using Sil-Co-Sil 106) in a quarter-scale model with influent concentrations of 270 mg/L. Capability to remove 91 percent of total suspended solids (using Sil-Co-Sil 106) in laboratory conditions with influent concentrations of 84.6 mg/L at a flow rate of 3.0 gpm per square foot of media. Capability to remove 93 percent of dissolved Copper in a quarter-scale model with influent concentrations of 0.757 mg/L. Capability to remove 79 percent of dissolved Copper in laboratory conditions with influent concentrations of 0.567 mg/L at a flow rate of 3.0 gpm per square foot of media. Capability to remove 80.5-percent of dissolved Zinc in a quarter-scale model with influent concentrations of 0.95 mg/L at a flow rate of 3.0 gpm per square foot of media. Capability to remove 78-percent of dissolved Zinc in laboratory conditions with influent concentrations of 0.75 mg/L at a flow rate of 3.0 gpm per square foot of media. Field Testing Modular Wetland Systems, Inc. conducted monitoring of an MWS-Linear (Model # MWS-L-4-13) from April 2012 through May 2013, at a transportation maintenance facility in Portland, Oregon. The manufacturer collected flow-weighted composite samples of the system's influent and effluent during 28 separate storm events. The system treated approximately 75 percent of the runoff from 53.5 inches of rainfall during the monitoring period. The applicant sized the system at 1 gpm/sq ft. (wetland media) and 3gpm/sq ft. (prefilter). Influent TSS concentrations for qualifying sampled storm events ranged from 20 to 339 mg/L. Average TS removal for influent concentrations greater than 100 mg/L (n=7) averaged 85 percent. For influent concentrations in the range of 20-100 mg/L (n=18), the upper 95 percent confidence interval about the mean effluent concentration was 12.8 mg/L. Total phosphorus removal for 17 events with influent TP concentrations in the range of 0.1 to 0.5 mg/L averaged 65 percent. A bootstrap estimate of the lower 95 percent confidence limit (LCL95) of the mean total phosphorus reduction was 58 percent. The lower 95 percent confidence limit of the mean percent removal was 60.5 percent for dissolved zinc for influent concentrations in the range of 0.02 to 0.3 mg/L (n11). The lower 95 percent confidence limit of the mean percent removal was 32.5 percent for dissolved copper for influent concentrations in the range of 0.005 to 0.02 mg/L (n=14) at flow rates up to 28 gpm (design flow rate 41 gpm). Laboratory test data augmented the data set, showing dissolved copper removal at the design flow rate of 41 gpm (93 percent reduction in influent dissolved copper of 0.757 mg/L). Issues to be addressed by the Company: Modular Wetland Systems, Inc. should collect maintenance and inspection data for the first year on all installations in the Northwest in order to assess standard maintenance requirements for various land-uses in the region. Modular Wetland Systems, Inc. should use these data to establish required maintenance cycles. Modular Wetland Systems, Inc. should collect pre-treatment chamber sediment depth data for the first year of operation for all installations in the Northwest. Modular Wetland Systems, Inc. will use these data to create a correlation between sediment depth and pre-filter clogging. Technology Description: Download at http://www.modularwetlands.com/ Contact Information: Applicant: Greg Kent Modular Wetland Systems, Inc. P.O. Box 869 Oceanside, CA 92054 gkent@biocleanenvironmental.net Applicant website: http://www.modularwetlands.com/ Ecology web link: httD://www.ecy.wa. gov/programs/wg/stormwater/newtechlindex.html Ecology: Douglas C. Howie, P.E. Department of Ecology Water Quality Program (360) 407-6444 doug1as.howie(ecy.wa.gov Revision History Date Revision June 2011 Original use-level-designation document September 2012 Revised dates for TER and expiration January 2013 Modified Design Storm Description, added Revision Table, added maintenance discussion, modified format in accordance with Ecology standard December 2013 Updated name of Applicant April 2014 Approved GULD designation for Basic, Phosphorus, and Enhanced treatment December 2015 Updated GULD to document the acceptance of MWS-Linear Modular Wetland installations with or without the inclusion of plants. 6: Other Consideraffons Carlsbad Drainage Master Plan 6.2 Water Quality Requirements The establishment and implementation of the regional NPDES permit exists to improve the water quality of local receiving waters since it is known that storm water is conveyor of non-point source pollution. The level of pollution is defined by standards outlined in various regulations. The main local driver of water quality objectives is the Water Quality Control Plan for the San Diego Basin (Basin Plan) developed by the SDRWQCB. An additional national driver for water quality is the Clean Water Act, Section 303(d) list. This Est identifies the water body, describes potential sources of impairment, and details the pollutant or stressor in the watershed. 6.2.1 Basin Plan Objectives for Watersheds The Basin Plan designates beneficial uses for the surface and ground waters of the region. It sets narrative and numerical objectives that must be met to protect the designated use and comply with the States' Antidegredation Policy. The Policy has three basic principles: (1) all existing instream water uses shall be maintained and protected; (2) protects waters so that propagation of fish and other wildlife can be maintained; and (3) protection of high quality waters that constitute an outstanding national resource. The Basin Plan also describes implementation programs to protect beneficial uses, as well as, monitoring programs to evaluate the effectiveness of the Basin Plan. The objectives vary in applicability and scope, reflecting the variety of beneficial uses of water identified. Specified numerical limits represent the maximum levels of constituents that will allow the beneficial use to continue unimpaired. At no time are concentrations to be exceeded more than 10% of the time during any one year period. Specific water quality objectives for the receiving waters within City jurisdiction (Carlsbad Hydrologic Unit) are listed in Table 6.2-1. Carlsbad Hydrologic Maximum Allowable Levels for Constituents of Concern Unit ow— c -. E .2'oil 11 E 0 Surface =f2. CL 4d Water 0 m 0 • C) U) e I-. LL U, 12 mglL mglL mgwl mglL mglL mglL mglL mglL mglL - NTU I Units mWL Buena Vista 500 250 250 60 a 0.3 0.05 0.5 0.75 none 20 20 10 Creek Agua Hedlonda 500 250 250 60 a 0.3 0.05 0.5 0.75 none 20 20 10 - - - - - - - - - none 20 20 10 Encinas t San 500 250 250 60 a Marcos _____ 0.3 0.05 0.5 0.75. none 20. 20 10 Notes. a. Concentrations of Nitrogen and Phosphorus, by themselves or in combination with other nutfients, shall be maintained at levels below those which stimulate algae and emergent plant growth. Threshold total Phosphorus (P) concentrations shall not exceed 0.05 mg.lin any stream at the point where it enters any standing body of water, or 0.025 mg.din any standing body of water. A desired goal in order to prevent plant nuisance In shams and other flowing waters appears lobe 0.1 mg#1 total P. These values are not to be exceeded morn than 10% of the time. (SDRWQCB, 1994) 3 RU WIN AN D CA L WE LL Use of contents on this sheet is subject to the limitations spedfied at the end of this document