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CT 15-07; OCEAN VIEW POINT; STORM WATER QUALITY MANAGEMENT PLAN FOR OCEAN VIEW POINT; 2024-05-01
CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR OCEAN VIEW POINT GR 2021-0043 DWG 534-6A (CT 2015-0007 / CDP 2015-0053 / PUD 2015-0015) ENGINEER OF WORK: _____________________________________________ BRYAN A KNAPP, PE #86542 PREPARED FOR: SHEA HOMES LIMITED PARTNERSHIP 9990 MESA RIM ROAD SAN DIEGO, CA 92121 PH: (858) 526-6532 PREPARED BY: PASCO, LARET, SUITER & ASSOCIATES 535 N. HWY 101, SUITE A SOLANA BEACH, CA 92075 PH: (858) 259-8212 DATE: OCTOBER 2021 REVISED: FEBRUARY 2022 , MARCH 2023, AUGUST 2023, APRIL 2024 ---------------------~ ~ No. 86542 xp. 03/31/ 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 PDP Structural BMPs Attachment 1: Backup for PDP Pollutant Control BMPs Attachment 1a: DMA Exhibit Attachment 1b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment 1c: Harvest and Use Feasibility Screening (when applicable) Attachment 1d: Infiltration Feasibility Analysis (when applicable) Attachment 1e: Pollutant Control BMP Design Worksheets / Calculations Attachment 1f: Trash Capture BMP Requirements Attachment 2: Backup for PDP Hydromodification Control Measures Attachment 2a: Hydromodification Management Exhibit Attachment 2b: Management of Critical Coarse Sediment Yield Areas Attachment 2c: Geomorphic Assessment of Receiving Channels Attachment 2d: Flow Control Facility Design Attachment 3: Structural BMP Maintenance Thresholds and Actions Attachment 4: Single Sheet BMP (SSBMP) Exhibit Attachment 5: Geotechnical Report CERTIFICATION PAGE Project Name: OCEAN VIEW POINT / TERMINUS OF TWAIN AVENUE Project ID: DWG 534-6A - (CT 2015-0007 / CDP 2015-0053 / PUD 2015-0015) 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 the 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. ________________________________________________________ Engineer of Work's Signature, PE Number & Expiration Date Bryan Knapp _____________________________________________ Print Name Pasco, Laret, Suiter & Associates_____________________________ Company _________________________ Date 04/07/2024 PROJECT VICINITY MAP VICINITY MAP N.T.S. [Insert City’s Storm Water Standard Questionnaire (Form E-34) here] Page 1 of 4 REV 04/23 E-34 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, “PRIORITY DEVELOPMENT PROJECT (PDP) requirements or not considered a development project. This questionnaire will also determine if the project is subject to TRASH CAPTURE 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 questions, please seek assistance from Land Development Engineering staff. A 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: APN: ADDRESS: The project is (check one): New Development Redevelopment The total proposed disturbed area is: ft2 ( ) acres The total proposed newly created and/or replaced impervious area is: ft2 ( ) 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 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. This Box for City Use Only City Concurrence: YES NO Date: Project ID: By: Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750www.carlsbadca.gov STORM WATER STANDARDS QUESTIONNAIRE E-34 INSTRUCTIONS: OCEAN VIEW POINT AT THE TERMINUS OF TWAIN AVENUE 212-272-01, 02, 03, 04, 05, 07 X 198,101 4.55 86,896 1.99 C cityof Carlsbad □ □ □ □ E-34 Page 2 of 4 REV 04/23 STEP 1 TO BE COMPLETED FOR ALL PROJECTS To 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 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 6, mark the 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: Is 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:a)Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; ORb)Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c)Designed and constructed with permeable pavements or surfaces in accordance with USEPAGreen Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed inaccordance 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? If you answered “yes” to one or more of the above questions, provide discussion/justification below, then go to Step 6, 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): If you answered “no” to the above questions, your project is not exempt from PDP, go to Step 3. □ □ □ □ □ □ □ □ E-34 Page 3 of 4 REV 04/23 * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of SpecialBiological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodiesdesignated 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 designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat ManagementPlan; and any other equivalent environmentally sensitive areas which have been identified by the City. STEP 3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfacescollectively over the entire project site? This includes commercial, industrial, residential, mixed-use,and public development projects on public or private land. 2. 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 more ofimpervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more ofimpervious 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 refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. 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 hillsidedevelopment project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more ofimpervious 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. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or moreof impervious street, road, highway, freeway or driveway surface collectively over the entire projectsite? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more ofimpervious surface collectively over the entire site, and discharges directly to an EnvironmentallySensitive Area (ESA)? “Discharging Directly to” includes flow that is conveyed overland a distance of 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).* 8.Is your project a new development or redevelopment project that creates and/or replaces 5,000 squarefeet or more of impervious surface that supports an automotive repair shop? An automotive repair 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. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 squarefeet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includesRGO’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. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of landand are expected to generate pollutants post construction? 11. 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%? (CMC21.203.040) 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, complete the trash capture question. If you answered “no” to all of the above questions, your project is a ‘STANDARD PROJECT’. Go to step 5, complete the trash capture question. □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-34 Page 4 of 4 REV 04/23 STEP 4 TO 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 (A) = sq. ft. Total proposed newly created or replaced impervious area (B) = sq. ft. Percent impervious area created or replaced (B/A)*100 = % If you answered “yes”, the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, complete the trash capture question. If you answered “no,” the structural BMP’s required for PDP apply to the entire development. Go to step 5, complete the trash capture question. STEP 5 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS Complete the question below regarding your Project (SDRWQCB Order No. 2017-0077): YES NO Is the Project within any of the following Priority Land Use (PLU) categories? R-23 (15-23 du/ac), R-30 (23-30 du/ac), PI (Planned Industrial), CF (Community Facilities), GC (General Commercial), L (Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (VisitorCommercial), O (Office), VC/OS (Visitor Commercial/Open Space), PI/O (Planned Industrial/Office), or Public Transportation Station If you answered “yes”, the ‘PROJECT’ is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the first box stating, “My project is subject to TRASH CAPTURE REQUIREMENTS …” and the second or third box as determined in step 3. If you answered “no”, Go to step 6, check the second or third box as determined in step 3. STEP 6 CHECK THE APPROPRIATE BOX(ES) AND COMPLETE APPLICANT INFORMATION My project is subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP). 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. If my project is subject to TRASH CAPTURE REQUIREMENTS, I will submit a TRASH CAPTURE Storm Water Quality Management Plan (TCSWQMP) per E-35A. 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) per E-35 template for submittal at time of application. Note: 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. 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: Applicant Title: Applicant Signature: Date: □ □ □ □ □ □ □ □ SITE INFORMATION CHECKLIST Project Summary Information Project Name OCEAN VIEW POINT / TERMINUS OF TWAIN AVE. Project ID (CT 2015-0007 / PUD 2015-0053 / CDP 2015-0015) Project Address Terminus of Twain Ave Carlsbad, CA 92008 Assessor's Parcel Number(s) (APN(s)) 212-272-01, 02, 03, 04, 05, 07 Project Watershed (Hydrologic Unit) Carlsbad 904.31 (Agua Hedionda) Parcel Area _4.55___ Acres (__198,101__ Square Feet) Existing Impervious Area (subset of Parcel Area) _0.02___ Acres (__ 765 ___ Square Feet) Area to be disturbed by the project (Project Area) _4.55___ Acres (__198,101__ Square Feet) Project Proposed Impervious Area (subset of Project Area) _2.00___ Acres (__86,896__ Square Feet) Project Proposed Pervious Area (subset of Project Area) _2.55___ Acres (__111,205__ Square Feet) 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: Site has been previously developed Existing Land Cover Includes (select all that apply): Vegetative Cover Non-Vegetated Pervious Areas Impervious Areas Description / Additional Information: Existing site topography consist of undeveloped, open space filled with natural vegetation and hillsides. An existing trail and several shed structures are located onsite. Underlying Soil belongs to Hydrologic Soil Group (select all that apply): NRCS Type A NRCS Type B NRCS Type C NRCS Type D Approximate Depth to Groundwater (GW): GW Depth < 5 feet 5 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: 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]: (1) Existing drainage conveyance can be categorized as natural. There is not any significant drainage infrastructure onsite to convey storm water, and water travels through the site on the surface by way of sheet flow. Water eventually leaves the site to the east, west and south towards the property lines. Runoff will continue to sheet flow across the extent of the southern boundary. Just offsite on the property to the south exists multiple engineered channels that flow under Faraday Avenue. In a rain event, drainage appears to eventually make its way through the site to continue south through the adjacent property towards Faraday Avenue. Once there it enters these engineered channels and flows under Faraday Avenue., runoff enters an existing property/golf course and is conveyed by sheet flow methods toward the outlet in the Agua Hedionda Lagoon to the West. (2) There are not any existing onsite storm water conveyance systems. Water eventually leaves the subject property at the southern property line. Drainage leaving the site flows on the surface and continues in a southern direction until it reaches existing engineered storm systems. (3) Portions of the property to the northwest (2090 Twain Ave.) will discharge onto the project site. This will sheet flow into the existing/proposed trail onsite. The majority of the offsite runoff will come from a landscaped strip adjacent to the northwestern property line consisting of low shrubs and soil. Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: The project proposes to demolish all existing onsite structures, clear and grub the site, and construct 13 new single-family homes with a private street along with other hardscape and landscape improvements typical of single-family development. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Proposed impervious features onsite include buildings / roof areas, concrete walkways, a new private street, driveways, and drive aisles. List/describe proposed pervious features of the project (e.g., landscape areas): Proposed pervious features onsite include hills, landscaping, and a biofiltration treatment control BMPs. Does the project include grading and changes to site topography? Yes No Description / Additional Information: Project proposes to precise grade the site along with some changes to onsite topography. The onsite grading consists of approximately 20,000 CY of cut and 20,000 CY of fill, resulting in 20,000 CY of remedial. The proposed drainage system has been designed to flow from north to south into biofiltration basins for treatment control and detention. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? Yes No Description / Additional Information: Although the project proposes onsite grading, the drainage patterns after precise grading mimic pre-development patterns. The site will continue to drain from north to south, and discharge along all sides of the property line. In pre-development condition runoff sheet flows across the lot from north to south generally. In the post-development condition new drainage infrastructure will be installed to direct drainage toward the biofiltration basins at the center of the site. Area drains, storm drain inlets, and storm drain pipes will be used to manage storm water flows. Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): On-site storm drain inlets Interior floor drains and elevator shaft sump pumps Interior parking garages Need for future indoor & structural pest control Landscape/Outdoor Pesticide Use Pools, spas, ponds, decorative fountains, and other water features Food service Refuse areas Industrial processes Outdoor storage of equipment or materials Vehicle and Equipment Cleaning Vehicle/Equipment Repair and Maintenance Fuel Dispensing Areas Loading Docks Fire Sprinkler Test Water Miscellaneous Drain or Wash Water Plazas, 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): 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 Agua Hedionda Indicator Bacteria Nutrients Sedimentation / Siltation Toxicity Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see Table B.6-1 below): Pollutant Not Applicable to the Project Site Anticipated from the Project Site Also a Receiving Water Pollutant of Concern Sediment X Nutrients X Heavy Metals Organic Compounds Trash & Debris X Oxygen Demanding Substances X Oil & Grease X Bacteria & Viruses X Pesticides X TABLE B.6-1. Anticipated and Potential Pollutants Generated by Land Use Type Priority Project Categories General Pollutant Categories Sediment Nutrients Heavy Metals Organic Compounds Trash & Debris Oxygen Demanding Substances Oil & Grease Bacteria & Viruses Pesticides Detached Residential Development X X X X X X X Attached Residential Development X X X P(1) P(2) P X Commercial Development >one acre P(1) P(1) X P(2) X P(5) X P(3) P(5) Heavy Industry X X X X X X Automotive Repair Shops X X(4)(5) X X Restaurants X X X X P(1) Hillside Development >5,000 ft2 X X X X X X Parking Lots P(1) P(1) X X P(1) X P(1) Retail Gasoline Outlets X X X X X Streets, Highways & Freeways X P(1) X X(4) X P(5) X X P(1) X = anticipated P = potential (1) A potential pollutant if landscaping exists onsite. (2) A potential pollutant if the project includes uncovered parking areas. (3) A potential pollutant if land use involves food or animal waste products. (4) Including petroleum hydrocarbons. (5) Including solvents. Trash Capture BMP Requirements The project must meet the following Trash Capture BMP Requirements (see Section 4.4 of the BMP Design Manual): 1) The trash capture BMP is sized for a one-year, one-hour storm event or equivalent storm drain system, and 2) the trash capture BMP captures trash equal or greater to 5mm. Description / Discussion of Trash Capture BMPs: Trash capture BMPs will not be used as we are using permanent biofiltration BMPs onsite. Hydromodification Management Requirements Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? 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): 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? Yes No, no critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Appendix H of the manual been performed? H.6.1 Site-Specific GLU Analysis H.7 Downstream Systems Sensitivity to Coarse Sediment H.7.3 Coarse Sediment Source Area Verification 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. Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections H.2, H.3, and H.4 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion / Additional Information: 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. N/A, project is HMP Exempt 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 0.1Q2 Yes, the result is the low flow threshold is 0.3Q2 Yes, the result is the low flow threshold is 0.5Q2 If a geomorphic assessment has been performed, provide title, date, and preparer: N/A 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. Constraints that influenced storm water management design included the size and scale of the proposed site plan; however, site grading was done to allow drainage to resemble existing drainage patterns. Also, drainage in the existing condition included runoff to the adjacent property (2089 Twain Ave.). To prevent that storm water from our project site to enter the site in the proposed condition a retaining wall and additional grading is being included to the site design. The wall and grading will direct storm water to our bmp basin 2 to mitigate the drainage produced from offsite hardscape. 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. [Insert City’s Standard Project Requirement Checklist Form E-36 (here)] E-36 Page 1 of 3 Revised 10/21 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Project Name: Plan ID: Permit No. DWG No. Baseline BMPs for Existing and Proposed Site Features Complete the Table 1 - Site Design Requirement to document existing and proposed site features and the BMPs to be implemented for them. All BMPs must be implemented where applicable and feasible. Applicability is generally assumed if a feature exists or is proposed. BMPs must be implemented for site design features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 1 - Site Design Requirement A. Existing Natural Site Features (see Fact Sheet BL-1) 1. Check the boxes below for each existing feature on the site. 1. Select the BMPs to be implemented for each identified feature. Explain why any BMP not selected is infeasible in the area below. SD-G Conserve natural features SD-H Provide buffers around waterbodies Natural waterbodies Natural storage reservoirs & drainage corridors -- Natural areas, soils, & vegetation (incl. trees) -- B. BMPs for Common Impervious Outdoor Site Features (see Fact Sheet BL-2) 1. Check the boxes below for each proposed feature. 2. Select the BMPs to be implemented for each proposed feature. If neither BMP SD-B nor SD-I is selected for a feature, explain why both BMPs are infeasible in the area below. SD-B Direct runoff to pervious areas SD-I Construct surfaces from permeable materials Minimize size of impervious areas Streets and roads Check this box to confirm that all impervious areas on the site will be minimized where feasible. If this box is not checked, identify the surfaces that cannot be minimized in area below, and explain why it is infeasible to do so. Sidewalks & walkways Parking areas & lots Driveways Patios, decks, & courtyards Hardcourt recreation areas Other: _______________ C. BMPs for Rooftop Areas: Check this box if rooftop areas are proposed and select at least one BMP below. If no BMPs are selected, explain why they are infeasible in the area below. (see Fact Sheet BL-3) SD-B Direct runoff to pervious areas SD-C Install green roofs SD-E Install rain barrels X X X X X X X OCEAN VIEW POINT CT 2015-0007 / CDP 2015-0053 / PUD 2015-0015 DWG 534-6A C cityof Carlsbad □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ I □ □ □ □ □ IX] □ □ □ □ □ □ □ □ I □ E-36 Page 2 of 3 Revised 10/21 D. BMPs for Landscaped Areas: Check this box if landscaping is proposed and select the BMP below SD-K Sustainable Landscaping If SD-K is not selected, explain why it is infeasible in the area below. (see Fact Sheet BL-4) Provide discussion/justification for site design BMPs that will not be implemented (either partially or fully): Baseline BMPs for Pollutant-generating Sources All development projects must complete Table 2 - Source Control Requirement to identify applicable requirements for documenting pollutant-generating sources/ features and source control BMPs. BMPs must be implemented for source control features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 2 - Source Control Requirement A. Management of Storm Water Discharges 1. Identify all proposed outdoor work areas below Check here if none are proposed 2. Which BMPs will be used to prevent materials from contacting rainfall or runoff? (See Fact Sheet BL-5) Select all feasible BMPs for each work area 3. Where will runoff from the work area be routed? (See Fact Sheet BL-6) Select one or more option for each work area SC-A Overhead covering SC-B Separation flows from adjacent areas SC-C Wind protection SC-D Sanitary sewer SC-E Containment system Other Trash & Refuse Storage Materials & Equipment Storage Loading & Unloading Fueling Maintenance & Repair Vehicle & Equipment Cleaning Other: _________________ B. Management of Storm Water Discharges (see Fact Sheet BL-7) Select one option for each feature below: • Storm drain inlets and catch basins … are not proposed will be labeled with stenciling or signage to discourage dumping (SC-F) • Interior work surfaces, floor drains & sumps … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters • Drain lines (e.g. air conditioning, boiler, etc.) … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters • Fire sprinkler test water … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters Provide discussion/justification for source control BMPs that will not be implemented (either partially or fully): N/A X X □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ IX] IX] □ IX] □ E-36 Page 3 of 3 Revised 10/21 Form Certification This E-36 Form is intended to comply with applicable requirements of the city’s BMP Design Manual. I certify that it has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the review of this form by City staff is confined to a review and does not relieve me as the person in charge of overseeing the selection and design of storm water BMPs for this project, of my responsibilities for project design. Preparer Signature: Date: Print preparer name: Bryan Knapp 10/26/21,2:?'~./" I , - SUMMARY OF PDP STRUCTURAL BMPS PDP Structural BMPs All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP 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). PDP 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 PDP 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. After development of the project site plan (including size of proposed structures) in accordance with City of Carlsbad General Plan and local zoning ordinance, the structural BMP deemed most feasible for the site was a biofiltration basin with no infiltration. The project proposes two biofiltration basin to be located onsite. Biofiltration basin BMP-1 will be constructed within lot 15 at a surface elevation of 303.0 and surface area of 2,500 sf. The majority of lots 8-13 will drain into biofiltration basin BMP-1 with storm water to be conveyed through a series of storm drain inlets, area drains, and PVC/RCP drain-pipes. Biofiltration basin BMP-2 will be constructed in lot 15 adjacent to BMP-1 and separated by a retaining wall. BMP-2 is proposed at a surface elevation of 303.0 and surface area of 3,650 sf. Lots 1-7 will drain into BMP-2 also by way of storm drain inlet, area drains, and PVC/RCP drain-pipes. The site will continue to drain from north to south with a all lots draining via gravity flow to the basins. There are additional self-mitigating areas onsite which consist of the graded hillside behind all lots. The biofiltration basins will be constructed almost identically and will include a 36” x 36” brooks box outlet structure to further facilitate the conveyance of mitigated water and flows from large storm events. BMP-1 will have 18” of ponding from the basin surface to the grate inlet at the top of the brooks box, it will also have a 24” layer of engineered soil and a Stormtech MC-3500 chamber system by ADS, while BMP-2 will have 17” of ponding from the basin surface to the grate inlet at the top of the brooks box, it will also have a 24” layer of engineered soil and a Stormtech MC-7200 chamber system by ADS Additionally both BMP’s will have 3” of hydraulic mulch and a 3” layer of pea gravel as well. The brooks box of BMP-1 will outlet water into an 18” RCP drain- pipe that will discharge water at a single point at the southwestern limit of grading, similar to the pre-development condition. The brooks box of BMP-2 will outlet water into an 18” RCP drain-pipe that will discharge along the southern limit of grading and direct water to the southern property edge. [Continued from previous page – This page is reserved for continuation of description of general strategy for structural BMP implementation at the site. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-1 (BF-1) DWG 534-6A Sheet No. 2, 5, 8, 9 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-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) 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 Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 2,500 SF bio basin located in lot 15 (northern basin) with a finished surface elevation of 303.0. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structure included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-2 (BF-1) DWG 534-6A Sheet No. 2, 5, 8, 9 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) 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 Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 3,650 SF biofiltration basin located in lot 15 (southern basin) with a finished surface elevation of 303.0. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structure included in BMP for higher intensity storm events to convey water offsite also provided. ATTACHMENT 1 BACKUP FOR PDP POLLUTANT CONTROL BMPS This is the cover sheet for Attachment 1. Check which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 1a DMA Exhibit (Required) See DMA Exhibit Checklist on the back of this Attachment cover sheet. (24”x36” Exhibit typically required) Included Attachment 1b Tabular Summary of DMAs Showing DMA ID matching DMA Exhibit, DMA Area, and DMA Type (Required)* *Provide table in this Attachment OR on DMA Exhibit in Attachment 1a Included on DMA Exhibit in Attachment 1a Included as Attachment 1b, separate from DMA Exhibit Attachment 1c Form K-7, Harvest and Use Feasibility Screening Checklist (Required unless the entire project will use infiltration BMPs) Refer to Appendix B of the BMP Design Manual to complete Form K-7. Included Not included because the entire project will use infiltration BMPs Attachment 1d Infiltration Feasibility Analysis (Required unless the project will use harvest and use BMPs) Refer to Appendix D of the BMP Design Manual. Included Not included because the entire project will use harvest and use BMPs Attachment 1e Pollutant Control BMP Design Worksheets / Calculations (Required) Refer to Appendices B, E, and I of the BMP Design Manual for structural pollutant control and significant site design BMP design guidelines Included Attachment 1f Trash Capture BMP Design Calculations (Required unless the entire project will use permanent storm water quality basins) Refer to Appendices J of the BMP Design Manual for Trash capture BMP design guidelines Included Not included because the entire project will use permanent storm water quality basins (i.e. infiltration, biofiltration BMPs) Use this checklist to ensure the required information has been included on the DMA Exhibit: The DMA Exhibit must identify: Underlying hydrologic soil group Approximate depth to groundwater (N/A) Existing natural hydrologic features (watercourses, seeps, springs, wetlands) (N/A) Critical coarse sediment yield areas to be protected (if present) Existing topography and impervious areas 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 Drainage 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) Tabular DMA Summary SHEDS SCATTERED BRUSH TREE DIRT DIRT DIRT BRUSH DENSE BRUSH AND TREES SCATTERED BRUSH BRUSH SCATTERED BRUSH SCATTERED BRUSH TREES TREES BRUSH SCATTERED BRUSH SCATTERED BRUSH SCATTERED BRUSH S S E WW WW TRASHCAN ASPHALT ASPHALT CONC CONC CONC 6FT CONCRETE BLOCK WALL 325 325325 325 3 2 5 325 32 0 32 0 32 0 32 0 32 0 320 32 0 320 320 320 320 3 2 0 31 5 31 5 31 5 31 5 31 5 315 315 31 5 31 5 31 5 31 5 315 31 5 3 1 5 315 310 31 0 310 310 310 31 0 3 1 0 310 310 31 0 310 31 0 3 1 0 31 0 31 0 31 0 31 0 305 30 5 3 0 5 30 5 30 5 30 5 30 5 30 5 30 5 305 305 305 3 0 5 30 5 305 30 5 305 30 0 300 30 0 30 0 30 0 30 0 30 0 30 0 300 300 300 3 0 0 300 30 0 30 0 30 0 300 30 0 295 29 5 29 5 295 2 9 5 29 5 29 5 295 295 29 5 295 29 5 2 9 5 29 5 29 5 295 29 5 290 29 0 290 29 0 2 9 0 290 29 0 29 0 290 2 9 0 290 29 0 29 0 2 9 0 290 2 9 0 285 285 28 5 28 5 28 5 285 2 8 5 285 2 8 5 285 28 5 2 8 0 2 8 0 2 8 0 2 8 0 28 0 28 0 28 0 280 28 0 280 28 0 275 27 5 275 275 27 5 27 5 2 7 5 275 2 7 5 27 5 270 270 27 0 27 0 270 265 265 265 26 5 26 5 265 260 26 0 26 0 25 5 25 5 25 0 250 325 324 32 3 3 2 2 3 2 1 3 2 0 3 1 9 3 1 8 327.4322.1 322.1 321.9 327.9 328.1 328.7 327.8 TW=334.00 TW=334.66 TW=334.68 TW=334.62 TW=333.96 TW=333.95 280 275 290 285 290 295 305 300 310 30 5 3 1 0 3 1 5 3 0 5 3 1 0 30 0 29 5 29 0 30 5 3 1 5 320 315 3 1 0 325 305 300 295 LOT 1 10,356 S.F. 0.238 AC. LOT 2 10,428 S.F. 0.239 AC. LOT 3 12,508 S.F. 0.287 AC. LOT 4 11,767 S.F. 0.270 AC. LOT 5 19,660 S.F. 0.451 AC. LOT 9 19,376 S.F. 0.445 AC. LOT 13 10,899 S.F. 0.250 AC. N 86°51'23" W 1 2 0 0 . 0 9 ' LOT 10 MAP 14340 APN: 208-181-18 LOT 9 MAP 14340 APN: 208-181-17 LOT 8 MAP 14340 APN: 208-181-16 LOT 11 MAP 14340 APN: 208-181-19 LOT 12 MAP 14340 APN: 208-181-20 SELF-MITIGATING DMA F AREA = 14,369 SF (0.33 AC) W W W W W W W W S S S S S S SS S S S S S S SD S S G G G G G G G G SD SD SD SD SD SD SD SD SD SD SD SD S S S W W W W W W G GGG A A A A A A A A A A A A A B B B B B B B B B B B B B C C C D D D D D D D D D SELF-MITIGATING DMA C AREA = 2,110 SF (0.05 AC) LIMIT OF GRADING / LAND DISTURBANCE LIMIT OF GRADING / LAND DISTURBANCE PROPOSED LOT LINE DMA A AREA = 73,911 SF (1.70 AC) BMP #2, BF-1 AREA = 3,650 SF SELF-MITIGATING DMA F AREA = 18,319 SF (0.42 AC) SELF-MITIGATING DMA F AREA = 18,319 SF (0.42 AC) POC-1 POC-2 TWAIN AVE SELF-MITIGATING DMA E DRAINING TO POC-2 AREA = 2,057 SF (0.05 AC) 3 BMP #1, BF-1 AREA = 2,500 SF DMA B AREA = 86,318 SF (1.98 AC)V E R N E V I E W (P R I V A T E R O A D ) SELF-MITIGATING DMA D DRAINING TO POC-1 AREA = 1,017 SF (0.02 AC) PLSA 3657-01J:\ACTIVE JOBS\3657 RINCON OCEAN VIEW POINT\CIVIL\REPORTS\SWQMP\ATTACHMENTS\ATTACHMENT 1 - POLLUTANT CONTROL MEASURES\3657-ATT1A-DMA.DWG TOTAL SITE AREA 954,339 SF (21.91 AC) PROJECT DISTURBED AREA 198,101 SF (4.55 AC) SITE PROPOSED IMPERVIOUS AREA 75,562 SF (1.73 AC) (ADDT'L 15% CONTINGENCY)11,334 SF TOTAL PERMITTED IMPERVIOUS AREA 86,896 SF (1.99 AC) SITE PROPOSED PERVIOUS AREA 73,333 SF (1.68 AC) SELF-MITIGATING AREAS 37,872 SF (0.87 AC) LEGEND SUBDIVISON BOUNDARY CENTERLINE OF ROAD RIGHT-OF-WAY/LOT LINE ADJACENT PROPERTY LINE EXISTING CONTOUR LINE PROPOSED CONTOUR LINE PROPOSED DMA BASIN BOUNDARY PROPOSED MAJOR DRAINAGE BASIN BOUNDARY PROPOSED SELF-MITIGATING DMA PER SECTION 5.2.1 OF CITY OF CARLSBAD BMP DESIGN MANUAL PROPOSED BIOFILTRATION BASIN SURFACE TYPE (SEE SHEET 2 FOR AREA TABULATION / BREAKDOWN) 140 140 SOIL TYPE INFORMATION SOIL: TYPE D SOILS PER GEOTECHNICAL RECOMMENDATION IN LETTER UPDATED GEOTECHINCAL EVALUATION, OCEANVIEW PROJECT DATED NOVEMBER 2, 2021 PREPARED BY GEOTEK, INC. GROUNDWATER INFORMATION GROUNDWATER WAS NOT ENCOUNTERED ACCORDING TO SECTION V OF THE REPORT OF LIMITED GEOTECHNICAL INVESTIGATION PREPARED BY GEOTECHNICAL EXPLORATION, INC.; DEPTH OF GROUNDWATER IS ANTICIPATED AT GREATER THAT 20 FEET. TREATMENT CONTROL BMPS COARSE SEDIMENT YIELD NO CRITICAL COARSE SEDIMENT YIELD AREAS TO BE PROTECTED ONSITE OR UPSTREAM OF SUBJECT PROPERTY. REFER TO PRIORITY DEVELOPMENT PROJECT SWQMP PREPARED BY PASCO, LARET, SUITER & ASSOCIATES PLAN VIEW - DMA EXHIBIT SCALE: 1" = 30' HORIZONTAL BIOFILTRATION BF-1 SELF-MITIGATING DMAS - DMA C, D, E, & F TOTAL BASIN SIZE (DMA D-F) = 35,762 SF (0.82 AC) TOTAL BASIN SIZE (DMA C) = 2,110 SF (0.05 AC) SELF-MITIGATING IMPERV. AREA = 667 SF PERCENTAGE IMPERV. AREA = 0.02% SECTION 5.2.1 OF CITY OF CARLSBAD BMP DESIGN MANUAL ALLOWS FOR SELF-MITIGATING DMA AREAS THAT DRAIN DIRECTLY OFFSITE OR TO THE PUBLIC STORM DRAIN SYSTEM, WITH INCIDENTAL IMPERVIOUS AREAS THAT ARE LESS THAN 5% OF THE SELF-MITIGATING AREA 30 60 90 GRAPHIC SCALE: 1" = 30' 030 IMPERVIOUS AREA CALCULATIONS DMA EXHIBIT - ATTACHMENT 1A_B CT15-07 OCEAN VIEW POINT, TERMINUS OF TWAIN AVE. CITY OF CARLSBAD SHEET 1 OF 2 A F ---- 1-i 1-i l-i l-i l-i Ii II I x x x x x x x xl ,x X X X X X X X ~ 0-0 P1•sco LARET SUITER 11 ~ ffe.$$«'.lllC!ffe.TIE$ ■Sa•n D•lego-1 ~So~lan•a !'IIIBeach I O':lnge. County Phone 858.259.82121 www.plsaengmeenng.com OMA A -AREA CAL GULA TIONS IMPERVIOUS AREA (BUILDING I ROOF) (DRIVEWAYS) (TMAINCT} PERVIOUS AREA TOTAL BASIN AREA % IMPERVIOUS AREA (WALKWAY HARDSCAPEJ (MISC HARDSCAPEJ (15% FUTURE CONTINGENCY) TOTAL (LANDSCAPED AREA) (BIOFIL TRA T/ON BASIN) (15% FUTIJRE CONTINGENCY) TOTAL 73,911 SF 53.9% 17,185 SF 4, 192SF 11,020SF 2,250SF OSF 5,197 SF 39,844SF 36,764SF 2,500SF -5, 197 SF 34,067 SF OMA TABLE -TREATMENT (OMA A) SURFACE OMA! AREA POST-PROJECT ADJUSTMENT BMP (SF) SURFACE TYPE RUNOFF FACTOR FACTOR A 17185 ROOF 0.9 1 B 4192 DWY HARDSCAPE 0.9 1 C 11020 DRIVING HARDSCAPE 0.9 1 D 2250 PCC WALKWAYS 0.9 1 E 0 MISC HARDS CAPE 0.9 1 F 36764 LANDSCAPE 0.3 1 1 2500 BMP 0.3 1 TOTAL TOTAL DMA SIZE = 42,962SF ADD 15% HARDSCAPE CONTINGENCY = 5,197 SF• 0.9-5,197 SF• 0.3 ADJUSTED DMA SIZE = 45,825 SF AREAX ADJUSTED RUNOFF (SF) 15467 3773 9918 2025 0 11029 750 42962 IMP. SIZJNG FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 '45,825 SF= 1,375 SF "2,500 SF PROPOSED> 1,375 SF REQUIRED; THEREFORE STANDARD BIOFIL TRA TION MINIMUM AREA REQUIREMENTS MET" OMA A -OCV CALCULATIONS AREA TRIBUTARY TO BMP (A) = 73,911 SF 11.TOAC TOT AL OMA SIZE (CX"Ax) = 45,825 SF WEIGHTED RUNOFF FACTOR (Cx) = 0.62 85TH PERCENTILE RAINFALL DEPTH (d) = 0.60/NCHES DCV (C'd'A '3,630) = 2,291 cu. FT. OMA B -AREA CALCULATIONS IMPERVIOUS AREA (BUILDING I ROOF) (DRIVEWAYS) (TMAIN CT} PERVIOUS AREA TOTAL BASIN AREA % IMPERVIOUS AREA (WALKWAY HARDSCAPEJ (MISC HARDSCAPE) (15% FUTURE CONTINGENCY) TOTAL (LANDSCAPED AREA) (BIOFIL TRA T/ON BASIN) (15% FUTURE CONTINGENCY) TOTAL 86,318 SF 54.5% 20,334 SF 4,506SF 13,336 SF 2,739SF OSF 6,137 SF 47,052SF 41,753 SF 3,650SF -6, 137 SF 39,266SF OMA TABLE -TREATMENT (OMA BJ SURFACE OMA/ AREA POST-PROJECT ADJUSTMENT BMP (SF) SURFACE TYPE RUNOFF FACTOR FACTOR A 20334 ROOF 0.9 1 B 4506 DWY HARDSCAPE 0.9 1 C 13336 DRIVING HARDSCAPE 0.9 1 D 2739 PCC WALKWAYS 0.9 1 E 0 MISC HARDSCAPE 0.9 1 F 41753 LANDSCAPE 0.3 1 1 3650 BMP 0.3 1 TOTAL TOTAL DMA SIZE = 50,444SF ADD 15% HARDSCAPE CONTINGENCY = 6, 137 SF• 0.9-6, 137 SF' 0.3 ADJUSTED DMA SIZE = 54,380SF AREAX ADJUSTED RUNOFF (SF) 1B301 4055 12002 2465 0 12526 1095 50444 IMP. SIZING FACTOR = 0.03 (FOR BIOFIL TRA TION BMPS) MIN. AREA REQUIRED = 0.03 '54,380 SF= 1,631 SF "3,650 SF PROPOSED> 1,631 SF REQUIRED; THEREFORE STANDARD BIOFIL TRA TION MINIMUM AREA REQUIREMENTS MET" OMA B -OCV CALCULATIONS AREA TRIBUTARY TO BMP (A) = 86,318 SF 11.98 AC TOTAL DMA SIZE (CX'Ax) = 54,380SF WEIGHTED RUNOFF FACTOR (Cx) = 0.63 85TH PERCENTILE RAJNFALL DEPTH (d) = 0.60/NCHES DCV (C"d'A'3,630) = 2,719 CU. FT. J:IACTIVE JOBSl3657 RINCON OCEAN VIEW PO/NTTCIVILIREPORTSISWQMPIATTACHMENTSIA TTACHMENT 1 -POLLUTANT CONTROL MEASURESl3657-ATT1A-DMA.DWG PROPOSED FENCE PER LANDSCAPE PLANS X PROPOSED FENCE PER ~ i LANDSCAPE PLANS ~ TW PER PLANS l X TW PER PLANS 7 J_ -DEEP ROOTED, DENSE, DROUGHT TOLERANT PLANTING SUITABLE FOR WELL DRAJNED SOIL -- , FREEBOARD AND CONVEYANCE ABOVE RISER (PER TABLE THIS SHEET) • PONDING DEPTH (PER TABLE THIS SHEET) ORIFICE PLATE PER DETAIL THIS SHEET, DRILLED TO INSIDE OF BOX -3" LA YER WELL SHREDDED HARDWOOD MULCH (MIRAFI 30-MIL THICK 140N OR APPROVED EQUAL) IMPERVIOUS LINER ALONG SIDES AND BOTTOM COVERING ENTIRE BMP (MIRAFI 30-MIL THICK 140N --,.__ OR APPROVED EQU.ONi<ILG) " '-\ I \ \ I r PROPOSED 36" X 36' BROOKS BOX WITH GRATED INLET; TOP OF GRATE PER PLAN ~---/'----'--~ _o \ll\/rFG=3030 \ \ I \II \/\I/\ IMPERVIOUS LINER AL r " SIDES AND BOTTOM _ "' 11-~--''---'--~-~----, COVERING ENTIRE BMP • ''-J!:::::=i1,nTT====-C11ss1~~~~::r1T1T11 18" ENGINEERED --t---t-fi-::-::::::= _ SOILLAYER; ti - 'SEE NOTE BELOW I <;;, == PERP!AN . 0 =I I I l_l'.....'...1-'-'-ll.c,--;-;--;-;'.....'...-'-'-l_c1,--;-;-;-~'....''.....'. 11~1 I_I 11 I I - \ 3'LAYEROF3/8"-!...c---J---c-~ ~ ~ WASHEDPEA T I' .., ""' ~ ~ I' '\; / ~ V 'ii'.Y GRAVEL l~2j-,l1=_.J;a._ ______ =-5tf'~~~="-~:::-L.!ara -·:a...~=-....;~=,=..!;;!;===-ai:b.-a.aaaaaa.a.li.!... 7 -a.-a.aaaa.!.II i-• I "---'~~ __ 1111 - I I - - ~ RETAINING WALL PER I STRUCTURAL PLA NS; SEE SHEET 18, DETA IL 18 1\ '<;;, ~ • .,,. - I .. - -\ '-;:--I I I 5"MIN • I HMP-SIZED LOW-Fl.OW ORIFICE, DRILLED INTO ORIFICE PLATE (SIZE PER TABLE THIS SHEE7) -RCP EMERGENCY OVERFLOW OUTLET DRAIN PIPE (SIZE PER TABLE THIS SHEET) I I I ~-------~ -ef -BOTTOM OF BMP ~ (ELEV. PER TABLE """' .. -.--, -~ THIS SHEET) ~ I 11 -PROPOSEDSTORMTECH STORAGE LA YER (DEPTH PER TABLE THIS SHEET) '-'-----'-) '"'::::=~:i::.Y / • )v~ - s:; - s:; s:; -ef - - - - - - - - -- I - - - - - • PROPOSED RETAINING WALL PER STRUCTURAL PLANS; SEE SHEET 18, DETAIL20 BMPTABLE BMP1 FREE BOARD 6" PONDING 18" BMP2 7" 17" TYPICAL SECTION -BIOFIL TRA TION BASIN NOTTO SCALE 'BIOFIL TRA TION "ENGINEERED SOIL" LA YER SHALL BE EVENLY MIXED COMPOSITION OF WASHED SAND, SANDY LOAM TOPSOIL, AND HUMIC COMPOST. THE MIX SHALL CONTAIN 65% SAND, 20% TOPSOIL, AND 15% COMPOST OR HARDWOOD MULCH IN ACCORDANCE WITH COUNTY OF SAN DIEGO LID BIOSWALE MEDIA 81065 CUT SHEET; AS WELL AS SECTION F3 OF THE CITY OF CARLSBAD BMP MANUAL SOIL 24" STORAGE TYPE STORMTECH STORAGE TYPE MC-3500 CHAMBER SYSTEM STORAGE DEPTH 66" LOW-FLOW 1.2" BOTTOM OF BMP 295.5 EL ELEVATION EMERGENCY OVERFLOW 18"RCP OUTLET 24" STORMTECH MC-7200 CHAMBER SYSTEM 81" 0.85" 294.25EL 18"RCP OMA EXHIBIT - ATTACHMENT 1A B CT15-07 SHEET2OF2 OCEAN VIEW POINT, TERMINUS OF TWAIN AVE. CITY OF CARLSBAD PASCO LARET SUITER ~ A~~©t!AiilE~ San Diego I Solana Beach I Orange County Phone 858.259.8212 I www.plsaengineering.com PLSA 3657-01 Appendix K: Forms and Checklists K-2 Sept. 2021 Harvest and Use Feasibility Checklist Form K-7 1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season? Toilet and urinal flushing Landscape irrigation Other:______________ 2. 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] 3. Calculate the DCV using worksheet B-2.1. DCV = __________ (cubic feet) 3a. Is the 36 hour demand greater than or equal to the DCV? Yes / No 3b. Is the 36 hour demand greater than 0.25DCV but less than the full DCV? Yes / No 3c. Is the 36 hour demand less than 0.25DCV? Yes Harvest and use appears to be feasible. Conduct more detailed evaluation and sizing calculations to confirm that DCV can be used at an adequate rate to meet drawdown criteria. Harvest and use may be feasible. Conduct more detailed evaluation and sizing calculations to determine feasibility. Harvest and use may only be able to be used for a portion of the site, or (optionally) the storage may need to be upsized to meet long term capture targets while draining in longer than 36 hours. Harvest and use is considered to be infeasible. Is harvest and use feasible based on further evaluation? Yes, refer to Appendix E to select and size harvest and use BMPs. No, select alternate BMPs. Note: 36-hour demand calculations are for feasibility analysis only. Once feasibility analysis is complete the applicant may be allowed to use a different drawdown time provided they meet the 80% annual capture standard (refer to B.4.2) and 96-hour vector control drawdown requirement. X X XXX X Toilet and urinal flushing = 13.0 res. units x 4.0 residents / unit x 9.3 Gal / resident = 484 Gal Landscape irrigation = 1.46 AC * 1,470 Gal/AC/36hr = 2,146 Gal Total = 484 Gal + 2,146 Gal = 2,630 Gal = 352 Cu Ft 4,892 (total) ---........ D '-... ------ 1t 1t ~ ¢::l ¢:I □ □ □ RINCON HOMES Project No. 3738-SD Updated Geotechnical Evaluation November 2, 2021 Oceanview Project, Carlsbad, California Page B-1 Also, the proposed BMP is designed within a cut portion of the project that will expose dense bedrock. Infiltration of surface waters will develop a shallow perched groundwater condition within 10 feet of the BMP. 5.3.1g. Based on a review of the topography of the site, hydric soils are not prone to exist. However, based on the shallow bedrock of the site and in low gradient proposed areas, hydric soils have the potential to develop due to infiltration of surface waters. 5.3.1h. Based on the shallow bedrock, hazards due to liquefiable soils is considered to be low. 5.3.1i. Based on the proposed design, the BMP is located within 1.5 times the height of an adjacent steep slope. 5.3.1j. Based on the site specific study and conclusion, the site is within a predominantly type D soil. In addition to the above considerations, concentrated infiltration of surface waters in a hillside development is prone to destabilize earthen improvements. Therefore, based on outline numbers 5.3.1d, e, f, I and j, the DMA’s for the site are classified as restricted for infiltration. As the DMAs are considered to be restricted design infiltration rates are not considered necessary. '.I'ablc D.1-1: ·Con~i'dt!raiion~ for Gcotcchnka AnalysiB of Inl'iltranon Rc:!ltrictions Bi\fP iis within 100' ofCont311linakd Soos B.MP ~ within I 00' of lndustci;,J ktivide:! Llddng c,um: c~nti:ol No B11.tl' is within 100' of Well/Grt,w"lclw~t B!l8it1 No BM? is wimiio 50' of S.C . tic Tanks/I.La-ch Fidds No Bi\-lP 1§, within IO' of Structw:cs/'I'anks/Walb Yes Yes. No No tc5 wiihin Highly Ll.qudi.abli: Som :m.d has CQm:icctivity to lnl.ctw:a; No Yes ·ag OJ Pwpmed) BMP i$ within 10' ol nt.ietgfoirnJ Utili.ties Yes Bti/11:• is wimi:a 25()" of Ephcmc:ral Stri::am Othu (Provide: d.c:ralkd geott:chnkal 5Uf'port) Ba~ on..c:ra.mi:n."1tio11 ohhc: best 11.v-.11iahlc: infQ.1m:11ion, D I ht ve ncu identified aJ1Y lllilrlcrltm11 P,ho 'e. tm!Sllfoted iU'!Mlnblr.: in1i1rm11ti Ii, (II I m•·~ idenliffed ,:;,ne Qt mQl'f tt,ltitjli;ne; 11100,·l'. Restricted Cocuiclemtion~ :i,nd Opti na.l C nslder:uious. M11rocbro:ry GEOTEK Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name BMP 1 unitless 2 85th Percentile 24-hr Storm Depth 0.60 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 39,844 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) 34,067 sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10)sq-ft 6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10)sq-ft 7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14)sq-ft 8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23)sq-ft 9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30)sq-ft 10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? No No No No No No No No No No yes/no 11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) sq-ft 12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft 13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft 14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft 15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14)sq-ft 16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23)sq-ft 17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft 18 Number of Tree Wells Proposed per SD-A # 19 Average Mature Tree Canopy Diameter ft 20 Number of Rain Barrels Proposed per SD-E # 21 Average Rain Barrel Size gal 22 Total Tributary Area 73,911 0 0 0 0 0 0 0 0 0 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 26 Initial Design Capture Volume 2,291 0 0 0 0 0 0 0 0 0 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 0 0 0 0 0 0 0 0 sq-ft 28 Total Pervious Dispersion Area 0 0 0 0 0 0 0 0 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.62 n/a n/a n/a n/a n/a n/a n/a n/a n/a unitless 32 Design Capture Volume After Dispersion Techniques 2,291 0 0 0 0 0 0 0 0 0 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 36 Final Effective Tributary Area 45,825 0 0 0 0 0 0 0 0 0 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 0 0 0 0 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 2,291 0 0 0 0 0 0 0 0 0 cubic-feet False False Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0) Dispersion Area, Tree Well & Rain Barrel Inputs (Optional) Standard Drainage Basin Inputs Results Tree & Barrel Adjustments Initial Runoff Factor Calculation Dispersion Area Adjustments No Warning Messages Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name BMP 1 - - - - - - - - - unitless 2 85th Percentile Rainfall Depth 0.60 - - - - - - - - - inches 3 Predominant NRCS Soil Type Within BMP Location D unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted unitless 5 Nature of Restriction n/a unitless 6 Do Minimum Retention Requirements Apply to this Project? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes yes/no 7 Are Habitable Structures Greater than 9 Stories Proposed? No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis? Yes yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer 0.000 in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 - - - - - - - - - in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 4.5% - - - - - - - - - percentage 12 Fraction of DCV Requiring Retention 0.02 - - - - - - - - - ratio 13 Required Retention Volume 46 - - - - - - - - - cubic-feet False False Automated Worksheet B.2: Retention Requirements (V2.0) Advanced Analysis Basic Analysis Result No Warning Messages Category #Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name BMP 1 ---------sq-ft 2 Design Infiltration Rate Recommended 0.000 ---------in/hr 3 Design Capture Volume Tributary to BMP 2,291 ---------cubic-feet 4 Is BMP Vegetated or Unvegetated?Vegetated unitless 5 Is BMP Impermeably Lined or Unlined?Lined unitless 6 Does BMP Have an Underdrain?Underdrain unitless 7 Does BMP Utilize Standard or Specialized Media?Standard unitless 8 Provided Surface Area 2,500 sq-ft 9 Provided Surface Ponding Depth 18 inches 10 Provided Soil Media Thickness 24 inches 11 Provided Gravel Thickness (Total Thickness)66 inches 12 Underdrain Offset 3 inches 13 Diameter of Underdrain or Hydromod Orifice (Select Smallest)1.20 inches 14 Specialized Soil Media Filtration Rate in/hr 15 Specialized Soil Media Pore Space for Retention unitless 16 Specialized Soil Media Pore Space for Biofiltration unitless 17 Specialized Gravel Media Pore Space unitless 18 Volume Infiltrated Over 6 Hour Storm 0 0 0 0 0 0 0 0 0 0 cubic-feet 19 Ponding Pore Space Available for Retention 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 unitless 20 Soil Media Pore Space Available for Retention 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 unitless 21 Gravel Pore Space Available for Retention (Above Underdrain)0.00 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 22 Gravel Pore Space Available for Retention (Below Underdrain)0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 23 Effective Retention Depth 2.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 24 Fraction of DCV Retained (Independent of Drawdown Time)0.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 25 Calculated Retention Storage Drawdown Time 120 0 0 0 0 0 0 0 0 0 hours 26 Efficacy of Retention Processes 0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 27 Volume Retained by BMP (Considering Drawdown Time)546 0 0 0 0 0 0 0 0 0 cubic-feet 28 Design Capture Volume Remaining for Biofiltration 1,745 0 0 0 0 0 0 0 0 0 cubic-feet 29 Max Hydromod Flow Rate through Underdrain 0.1115 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 1.93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 in/hr 31 Soil Media Filtration Rate per Specifications 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 in/hr 32 Soil Media Filtration Rate to be used for Sizing 1.93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 in/hr 33 Depth Biofiltered Over 6 Hour Storm 11.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 34 Ponding Pore Space Available for Biofiltration 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 35 Soil Media Pore Space Available for Biofiltration 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 unitless 36 Gravel Pore Space Available for Biofiltration (Above Underdrain)0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 37 Effective Depth of Biofiltration Storage 48.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 38 Drawdown Time for Surface Ponding 9 0 0 0 0 0 0 0 0 0 hours 39 Drawdown Time for Effective Biofiltration Depth 25 0 0 0 0 0 0 0 0 0 hours 40 Total Depth Biofiltered 59.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 41 Option 1 - Biofilter 1.50 DCV: Target Volume 2,618 0 0 0 0 0 0 0 0 0 cubic-feet 42 Option 1 - Provided Biofiltration Volume 2,618 0 0 0 0 0 0 0 0 0 cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 1,309 0 0 0 0 0 0 0 0 0 cubic-feet 44 Option 2 - Provided Storage Volume 1,309 0 0 0 0 0 0 0 0 0 cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements?Yes ---------yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor)1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 48 Deficit of Effectively Treated Stormwater 0 n/a n/a n/a n/a n/a n/a n/a n/a n/a cubic-feet Biofiltration Calculations False False False False Result False False No Warning Messages Retention Calculations Automated Worksheet B.3: BMP Performance (V2.0) False False BMP Inputs Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name BMP 2 unitless 2 85th Percentile 24-hr Storm Depth 0.60 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 47,052 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) 39,266 sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10)sq-ft 6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10)sq-ft 7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14)sq-ft 8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23)sq-ft 9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30)sq-ft 10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? No No No No No No No No No No yes/no 11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) sq-ft 12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft 13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft 14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft 15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14)sq-ft 16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23)sq-ft 17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft 18 Number of Tree Wells Proposed per SD-A # 19 Average Mature Tree Canopy Diameter ft 20 Number of Rain Barrels Proposed per SD-E # 21 Average Rain Barrel Size gal 22 Total Tributary Area 86,318 0 0 0 0 0 0 0 0 0 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.63 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.63 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 26 Initial Design Capture Volume 2,719 0 0 0 0 0 0 0 0 0 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 0 0 0 0 0 0 0 0 sq-ft 28 Total Pervious Dispersion Area 0 0 0 0 0 0 0 0 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.63 n/a n/a n/a n/a n/a n/a n/a n/a n/a unitless 32 Design Capture Volume After Dispersion Techniques 2,719 0 0 0 0 0 0 0 0 0 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.63 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 36 Final Effective Tributary Area 54,380 0 0 0 0 0 0 0 0 0 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 0 0 0 0 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 2,719 0 0 0 0 0 0 0 0 0 cubic-feet False False Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0) Dispersion Area, Tree Well & Rain Barrel Inputs (Optional) Standard Drainage Basin Inputs Results Tree & Barrel Adjustments Initial Runoff Factor Calculation Dispersion Area Adjustments No Warning Messages Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name BMP 2 - - - - - - - - - unitless 2 85th Percentile Rainfall Depth 0.60 - - - - - - - - - inches 3 Predominant NRCS Soil Type Within BMP Location D unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted unitless 5 Nature of Restriction n/a unitless 6 Do Minimum Retention Requirements Apply to this Project? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes yes/no 7 Are Habitable Structures Greater than 9 Stories Proposed? No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis? Yes yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer 0.000 in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 - - - - - - - - - in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 4.5% - - - - - - - - - percentage 12 Fraction of DCV Requiring Retention 0.02 - - - - - - - - - ratio 13 Required Retention Volume 54 - - - - - - - - - cubic-feet False False Automated Worksheet B.2: Retention Requirements (V2.0) Advanced Analysis Basic Analysis Result No Warning Messages Category #Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name BMP 2 ---------sq-ft 2 Design Infiltration Rate Recommended 0.000 ---------in/hr 3 Design Capture Volume Tributary to BMP 2,719 ---------cubic-feet 4 Is BMP Vegetated or Unvegetated?Vegetated unitless 5 Is BMP Impermeably Lined or Unlined?Lined unitless 6 Does BMP Have an Underdrain?Underdrain unitless 7 Does BMP Utilize Standard or Specialized Media?Standard unitless 8 Provided Surface Area 3,650 sq-ft 9 Provided Surface Ponding Depth 17 inches 10 Provided Soil Media Thickness 24 inches 11 Provided Gravel Thickness (Total Thickness)81 inches 12 Underdrain Offset 3 inches 13 Diameter of Underdrain or Hydromod Orifice (Select Smallest)0.85 inches 14 Specialized Soil Media Filtration Rate in/hr 15 Specialized Soil Media Pore Space for Retention unitless 16 Specialized Soil Media Pore Space for Biofiltration unitless 17 Specialized Gravel Media Pore Space unitless 18 Volume Infiltrated Over 6 Hour Storm 0 0 0 0 0 0 0 0 0 0 cubic-feet 19 Ponding Pore Space Available for Retention 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 unitless 20 Soil Media Pore Space Available for Retention 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 unitless 21 Gravel Pore Space Available for Retention (Above Underdrain)0.00 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 22 Gravel Pore Space Available for Retention (Below Underdrain)0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 23 Effective Retention Depth 2.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 24 Fraction of DCV Retained (Independent of Drawdown Time)0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 25 Calculated Retention Storage Drawdown Time 120 0 0 0 0 0 0 0 0 0 hours 26 Efficacy of Retention Processes 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 27 Volume Retained by BMP (Considering Drawdown Time)764 0 0 0 0 0 0 0 0 0 cubic-feet 28 Design Capture Volume Remaining for Biofiltration 1,955 0 0 0 0 0 0 0 0 0 cubic-feet 29 Max Hydromod Flow Rate through Underdrain 0.0596 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 0.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 in/hr 31 Soil Media Filtration Rate per Specifications 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 in/hr 32 Soil Media Filtration Rate to be used for Sizing 0.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 in/hr 33 Depth Biofiltered Over 6 Hour Storm 4.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 34 Ponding Pore Space Available for Biofiltration 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 35 Soil Media Pore Space Available for Biofiltration 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 unitless 36 Gravel Pore Space Available for Biofiltration (Above Underdrain)0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 37 Effective Depth of Biofiltration Storage 53.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 38 Drawdown Time for Surface Ponding 24 0 0 0 0 0 0 0 0 0 hours 39 Drawdown Time for Effective Biofiltration Depth 75 0 0 0 0 0 0 0 0 0 hours 40 Total Depth Biofiltered 57.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 41 Option 1 - Biofilter 1.50 DCV: Target Volume 2,933 0 0 0 0 0 0 0 0 0 cubic-feet 42 Option 1 - Provided Biofiltration Volume 2,933 0 0 0 0 0 0 0 0 0 cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 1,466 0 0 0 0 0 0 0 0 0 cubic-feet 44 Option 2 - Provided Storage Volume 1,466 0 0 0 0 0 0 0 0 0 cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements?Yes ---------yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor)1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 48 Deficit of Effectively Treated Stormwater 0 n/a n/a n/a n/a n/a n/a n/a n/a n/a cubic-feet Retention Calculations Automated Worksheet B.3: BMP Performance (V2.0) False False BMP Inputs Biofiltration Calculations False False False False Result False False No Warning Messages Surface Volume Drawdown Calculation for BMP-1 Project Name Ocean View Point Project No 3657 Surface Drawdown Time: 9.2 hr Surface Area 2500 sq ft Surface Volume 3750 cu ft Underdrain Orifice Diameter: in 1.2 in C:0.6 Surface Ponding (to invert of lowest surface discharge opening in outlet structure): 1.5 ft Amended Soil Depth: 1.75 ft Permavoid Depth: 5.75 ft Orifice Q = 0.113 cfs Effective Depth 87.75 in Infiltration controlled by orifice 1.954 in/hr Infiltration underlying soil (Design)5.000 in/hr Q soil 0.289 cfs Total Volume Drawdown Calculation for BMP-1 Project Name Ocean View Point Project No 3657 Surface Drawdown Time: 23.9 hr Surface Area 2500 sq ft Surface Volume 9729 cu ft Underdrain Orifice Diameter: in 1.2 in C:0.6 Surface Ponding (to invert of lowest surface discharge opening in outlet structure): 1.5 ft Amended Soil Depth: 1.75 ft Permavoid Depth: 5.75 ft Orifice Q = 0.113 cfs Effective Depth 87.75 in Infiltration controlled by orifice 1.954 in/hr Infiltration underlying soil (Design)5.000 in/hr Q soil 0.289 cfs Surface Volume Drawdown Calculation for BMP-2 Project Name Ocean View Point Project No 3657 Surface Drawdown Time: 23.8 hr Surface Area 3650 sq ft Surface Volume 5183 cu ft Underdrain Orifice Diameter: in 0.85 in C:0.6 Surface Ponding (to invert of lowest surface discharge opening in outlet structure): 1.42 ft Amended Soil Depth: 1.5 ft Permavoid Depth: 7.25 ft Orifice Q = 0.060 cfs Effective Depth 103.29 in Infiltration controlled by orifice 0.715 in/hr Infiltration underlying soil (Design)5.000 in/hr Q soil 0.422 cfs Total Volume Drawdown Calculation for BMP-2 Project Name Ocean View Point Project No 3657 Surface Drawdown Time: 52.3 hr Surface Area 3650 sq ft Surface Volume 11363 cu ft Underdrain Orifice Diameter: in 0.85 in C:0.6 Surface Ponding (to invert of lowest surface discharge opening in outlet structure): 1.42 ft Amended Soil Depth: 1.5 ft Permavoid Depth: 7.25 ft Orifice Q = 0.060 cfs Effective Depth 103.29 in Infiltration controlled by orifice 0.715 in/hr Infiltration underlying soil (Design)5.000 in/hr Q soil 0.422 cfs BF-1 Biofiltration E-108 Sept. 2021 BF-1 Biofiltration Location: 43rd Street and Logan Avenue, San Diego, California Description Biofiltration (Bioretention with underdrain) facilities are vegetated surface water systems that filter water through vegetation, and soil or engineered media prior to discharge via underdrain or overflow to the downstream conveyance system. Bioretention with underdrain facilities are commonly incorporated into the site within parking lot landscaping, along roadsides, and in open spaces. Because these types of facilities have limited or no infiltration, they are typically designed to provide enough hydraulic head to move flows through the underdrain connection to the storm drain system. Treatment is achieved through filtration, sedimentation, sorption, biochemical processes and plant uptake. Typical bioretention with underdrain components include: • Inflow distribution mechanisms (e.g, perimeter flow spreader or filter strips) • Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap) • Shallow surface ponding for captured flows • Side slope and basin bottom vegetation selected based on expected climate and ponding depth • Non-floating mulch layer (Optional) • Media layer (planting mix or engineered media) capable of supporting vegetation growth • Filter course layer consisting of aggregate to prevent the migration of fines into uncompacted native soils or the aggregate storage layer • Aggregate storage layer with underdrain(s) • Impermeable liner or uncompacted native soils at the bottom of the facility • Overflow structure MS4 Permit Category Biofiltration Manual Category Biofiltration Applicable Performance Standard Pollutant Control Flow Control Primary Benefits Treatment Volume Reduction (Incidental) Peak Flow Attenuation (Optional) E.13 BF-1 Biofiltration E-109 Sept. 2021 Typical plan and Section view of a Biofiltration BMP MIN. 6” FREEBOARD MAX. 1:1 CURB cut",: 12"MIN. > .. • ... : CURB CUT ................ ~ APRON FOR ENERGY .. DISSIPATION .. 3H:1V(MIN.) .... .. .. .. + + + ... .. : .. : .. : .. : ~ ~ VEGETATED SIDE SLOPE PLAN NOTTO SCALE 4-6" DROP FROM CURB CUT TO APRON APRON FOR ENERGY DISSIPATION 6" MIN. TO 12" MAX. SURFACE PONDING ...... MAINTENANCE .. ACCESS (AS ,!'JEE_EJEDJ .. .3H:1V (MIN.) MEDIA SURFACE AREA 3" WELL-AGED, SHREDDED HARDWOOD MULCH (OPTIONAL) MAINTENANCE ACCESS (AS NEEDED) .ti,C4~~.:..--OVERFLOW EXCAVATED SLOPE ,, STRUCTURE --+t:ic,",,_,,,,,.,,, MIN. 18" MEDIA WITH MIN. 5 IN/HR FILTRATION RATE SATURATED STORAGE (OPTIONAL) AGGREGATE STORAGE LAYER ~bl;il.:C~2.:!:U~~::::3--'EJ'---:._-"~__,_\_ IMPERMEABLE LINER (OPTIONAL) MIN. 3" AGGREGATE BELOW UNDERDRAIN MIN. 6" DIAMETER UNDERDRAIN EXISTING UNCOMPACTED SOILS SECTION A-A' NOTTO SCALE BF-1 Biofiltration E-110 Sept. 2021 Design Adaptations for Project Goals Biofiltration Treatment BMP for storm water pollutant control. The system is lined or un-lined to provide incidental infiltration, and an underdrain is provided at the bottom to carry away filtered runoff. This configuration is considered to provide biofiltration treatment via flow through the media layer. Storage provided above the underdrain within surface ponding, media, and aggregate storage is considered included in the biofiltration treatment volume. Saturated storage within the aggregate storage layer can be added to this design by raising the underdrain above the bottom of the aggregate storage layer or via an internal weir structure designed to maintain a specific water level elevation. Integrated storm water flow control and pollutant control configuration. The system can be designed to provide flow rate and duration control by primarily providing increased surface ponding and/or having a deeper aggregate storage layer above the underdrain. This will allow for significant detention storage, which can be controlled via inclusion of an outlet structure at the downstream end of the underdrain. Recommended Siting Criteria Siting Criteria Intent/Rationale □ Placement observes geotechnical recommendations regarding potential hazards (e.g., slope stability, landslides, liquefaction zones) and setbacks (e.g., slopes, foundations, utilities). Must not negatively impact existing site geotechnical concerns. □ An impermeable liner or other hydraulic restriction layer is included if site constraints indicate that infiltration or lateral flows should not be allowed. Lining prevents storm water from impacting groundwater and/or sensitive environmental or geotechnical features. Incidental infiltration, when allowable, can aid in pollutant removal and groundwater recharge. □ Contributing tributary area shall be ≤ 5 acres (≤ 1 acre preferred). Bigger BMPs require additional design features for proper performance. Contributing tributary area greater than 5 acres may be allowed at the discretion of the City Engineer if the following conditions are met: 1) incorporate design features (e.g. flow spreaders) to minimizing short circuiting of flows in the BMP and 2) incorporate additional design features requested by the City BF-1 Biofiltration E-111 Sept. 2021 Siting Criteria Intent/Rationale Engineer for proper performance of the regional BMP. □ Finish grade of the facility is ≤ 2%. Flatter surfaces reduce erosion and channelization within the facility. Recommended BMP Component Dimensions BMP Component Dimension Intent/Rationale Freeboard ≥ 6 inches for earth basin ≥ 2 inches for concrete planter/box structure Freeboard provides room for head over overflow structures and minimizes risk of uncontrolled surface discharge. Surface Ponding ≥ 6 and ≤ 12 inches Surface ponding capacity lowers subsurface storage requirements. Deep surface ponding raises safety concerns. Surface ponding depth greater than 12 inches (for additional pollutant control or surface outlet structures or flow-control orifices) may be allowed at the discretion of the City Engineer if the following conditions are met: 1) surface ponding depth drawdown time is less than 24 hours; and 2) safety issues and fencing requirements are considered (typically ponding greater than 18” will require a fence and/or flatter side slopes) and 3) potential for elevated clogging risk is considered. Ponding Area Side Slopes 3H:1V or shallower Gentler side slopes are safer, less prone to erosion, able to establish vegetation more quickly and easier to maintain. Mulch ≥ 3 inches Mulch will suppress weeds and maintain moisture for plant growth. Aging mulch kills pathogens and BF-1 Biofiltration E-112 Sept. 2021 BMP Component Dimension Intent/Rationale weed seeds and allows the beneficial microbes to multiply. Media Layer ≥ 18 inches 1:1 slope maximum for edge condition A deep media layer provides additional filtration and supports plants with deeper roots. Standard specifications shall be followed. For non-standard or proprietary designs, compliance with F.1 ensures that adequate treatment performance will be provided. Underdrain Diameter ≥ 6 inches Smaller diameter underdrains are prone to clogging. Cleanout Diameter ≥ 6 inches Properly spaced cleanouts will facilitate underdrain maintenance. Design Criteria and Considerations Bioretention with underdrain must meet the following design criteria. Deviations from the below criteria may be approved at the discretion of the City Engineer if it is determined to be appropriate: Design Criteria Intent/Rationale Surface Ponding □ Surface ponding is limited to a 24-hour drawdown time. Surface ponding limited to 24 hours for plant health. Surface ponding drawdown time greater than 24-hours but less than 96 hours may be allowed at the discretion of the City Engineer if certified by a landscape architect or agronomist. Vegetation □ Plantings are suitable for the climate and expected ponding depth. A plant list to aid in selection can be found in Appendix E.21. Plants suited to the climate and ponding depth are more likely to survive. □ An irrigation system with a connection to water supply should be provided as needed. Seasonal irrigation might be needed to keep plants healthy. Mulch (Optional) BF-1 Biofiltration E-113 Sept. 2021 Design Criteria Intent/Rationale □ A minimum of 3 inches of well-aged, shredded hardwood mulch that has been stockpiled or stored for at least 12 months is provided. Mulch will suppress weeds and maintain moisture for plant growth. Aging mulch kills pathogens and weed seeds and allows the beneficial microbes to multiply. Media Layer □ Media maintains a minimum filtration rate of 5 in/hr over lifetime of facility. An initial filtration rate of 8 to 12 in/hr is recommended to allow for clogging over time; the initial filtration rate should not exceed 12 inches per hour. A filtration rate of at least 5 inches per hour allows soil to drain between events. The initial rate should be higher than long term target rate to account for clogging over time. However an excessively high initial rate can have a negative impact on treatment performance, therefore an upper limit is needed. □ Media is a minimum 18 inches deep, meeting either of these two media specifications: Section F.3 Bioretention Soil Media (BSM) or specific jurisdictional guidance. Alternatively, for proprietary designs and custom media mixes not meeting the media specifications, the media meets the pollutant treatment performance criteria in Section F.1. A deep media layer provides additional filtration and supports plants with deeper roots. Standard specifications shall be followed. For non-standard or proprietary designs, compliance with F.1 ensures that adequate treatment performance will be provided. □ Media surface area is 3% of contributing area times adjusted runoff factor or greater. Unless demonstrated that the BMP surface area can be smaller than 3%. Greater surface area to tributary area ratios: a) maximizes volume retention as required by the MS4 Permit and b) decrease loading rates per square foot and therefore increase longevity. Adjusted runoff factor is to account for site design BMPs implemented upstream of the BMP (such as rain barrels, impervious area dispersion, etc.). Refer to Appendix B.1 guidance. BF-1 Biofiltration E-114 Sept. 2021 Design Criteria Intent/Rationale □ Where receiving waters are impaired or have a TMDL for nutrients, the system is designed with nutrient sensitive media design (see fact sheet BF-2). Potential for pollutant export is partly a function of media composition; media design must minimize potential for export of nutrients, particularly where receiving waters are impaired for nutrients. Filter Course Layer □ A filter course is used to prevent migration of fines through layers of the facility. Filter fabric is not used. Migration of media can cause clogging of the aggregate storage layer void spaces or subgrade. Filter fabric is more likely to clog. □ Filter course is washed and free of fines. Washing aggregate will help eliminate fines that could clog the facility and impede infiltration. □ Filter course calculations assessing suitability for particle migration prevention have been completed. Gradation relationship between layers can evaluate factors (e.g., bridging, permeability, and uniformity) to determine if particle sizing is appropriate or if an intermediate layer is needed. Aggregate Storage Layer □ Class 2 Permeable per Caltrans specification 68-1.025 is recommended for the storage layer. Washed, open-graded crushed rock may be used, however a 4-6 inch washed pea gravel filter course layer at the top of the crushed rock is required. Washing aggregate will help eliminate fines that could clog the aggregate storage layer void spaces or subgrade. □ The depth of aggregate provided (12-inch typical) and storage layer configuration is adequate for providing conveyance for underdrain flows to the outlet structure. Proper storage layer configuration and underdrain placement will minimize facility drawdown time. Inflow, Underdrain, and Outflow Structures □ Inflow, underdrains and outflow structures are accessible for inspection and maintenance. Maintenance will prevent clogging and ensure proper operation of the flow control structures. □ Inflow velocities are limited to 3 ft/s or less or use energy dissipation methods. (e.g., riprap, level spreader) for concentrated inflows. High inflow velocities can cause erosion, scour and/or channeling. BF-1 Biofiltration E-115 Sept. 2021 Design Criteria Intent/Rationale □ Curb cut inlets are at least 12 inches wide, have a 4-6 inch reveal (drop) and an apron and energy dissipation as needed. Inlets must not restrict flow and apron prevents blockage from vegetation as it grows in. Energy dissipation prevents erosion. □ Underdrain outlet elevation should be a minimum of 3 inches above the bottom elevation of the aggregate storage layer. A minimal separation from subgrade or the liner lessens the risk of fines entering the underdrain and can improve hydraulic performance by allowing perforations to remain unblocked. □ Minimum underdrain diameter is 6 inches. Smaller diameter underdrains are prone to clogging. □ Underdrains are made of slotted, PVC pipe conforming to ASTM D 3034 or equivalent or corrugated, HDPE pipe conforming to AASHTO 252M or equivalent. Slotted underdrains provide greater intake capacity, clog resistant drainage, and reduced entrance velocity into the pipe, thereby reducing the chances of solids migration. □ An underdrain cleanout with a minimum 6- inch diameter and lockable cap is placed every 250 to 300 feet as required based on underdrain length. Properly spaced cleanouts will facilitate underdrain maintenance. □ Overflow is safely conveyed to a downstream storm drain system or discharge point Size overflow structure to pass 100-year peak flow for on-line infiltration basins and water quality peak flow for off-line basins. Planning for overflow lessens the risk of property damage due to flooding. Conceptual Design and Sizing Approach for Storm Water Pollutant Control Only To design bioretention with underdrain for storm water pollutant control only (no flow control required), the following steps should be taken: 1. Verify that siting and design criteria have been met, including placement requirements, contributing tributary area, maximum side and finish grade slopes, and the recommended media surface area tributary ratio. 2. Calculate the DCV per Appendix B based on expected site design runoff for tributary areas. 3. Use the sizing worksheet presented in Appendix B.3 to size biofiltration BMPs. BF-1 Biofiltration E-116 Sept. 2021 Conceptual Design and Sizing Approach when Storm Water Flow Control is Applicable Control of flow rates and/or durations will typically require significant surface ponding and/or aggregate storage volumes, and therefore the following steps should be taken prior to determination of storm water pollutant control design. Pre-development and allowable post-project flow rates and durations should be determined as discussed in Chapter 6 of the manual. 1. Verify that siting and design criteria have been met, including placement requirements, contributing tributary area, maximum side and finish grade slopes, and the recommended media surface area tributary ratio. 2. Iteratively determine the facility footprint area, surface ponding and/or aggregate storage layer depth required to provide detention storage to reduce flow rates and durations to allowable limits. Flow rates and durations can be controlled from detention storage by altering outlet structure orifice size(s) and/or water control levels. Multi-level orifices can be used within an outlet structure to control the full range of flows. 3. If bioretention with underdrain cannot fully provide the flow rate and duration control required by this manual, an upstream or downstream structure with significant storage volume such as an underground vault can be used to provide remaining controls. 4. After bioretention with underdrain has been designed to meet flow control requirements, calculations must be completed to verify if storm water pollutant control requirements to treat the DCV have been met. Maintenance Overview Normal Expected Maintenance. Biofiltration requires routine maintenance to: remove accumulated materials such as sediment, trash or debris; maintain vegetation health; maintain infiltration capacity of the media layer; replenish mulch; and maintain integrity of side slopes, inlets, energy dissipators, and outlets. A summary table of standard inspection and maintenance indicators is provided within this Fact Sheet. Non-Standard Maintenance or BMP Failure. If any of the following scenarios are observed, the BMP is not performing as intended to protect downstream waterways from pollution and/or erosion. Corrective maintenance, increased inspection and maintenance, BMP replacement, or a different BMP type will be required. • The BMP is not drained between storm events. Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer, filter course, aggregate storage layer, underdrain, or outlet structure. The specific cause of the drainage issue must be determined and corrected. • Sediment, trash, or debris accumulation greater than 25% of the surface ponding volume within one month. This means the load from the tributary drainage area is too high, reducing BF-1 Biofiltration E-117 Sept. 2021 BMP function or clogging the BMP. This would require pretreatment measures within the tributary area draining to the BMP to intercept the materials. Pretreatment components, especially for sediment, will extend the life of components that are more expensive to replace such as media, filter course, and aggregate layers. • Erosion due to concentrated storm water runoff flow that is not readily corrected by adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the City Engineer shall be contacted prior to any additional repairs or reconstruction. Other Special Considerations. Biofiltration is a vegetated structural BMP. Vegetated structural BMPs that are constructed in the vicinity of, or connected to, an existing jurisdictional water or wetland could inadvertently result in creation of expanded waters or wetlands. As such, vegetated structural BMPs have the potential to come under the jurisdiction of the United States Army Corps of Engineers, SDRWQCB, California Department of Fish and Wildlife, or the United States Fish and Wildlife Service. This could result in the need for specific resource agency permits and costly mitigation to perform maintenance of the structural BMP. Along with proper placement of a structural BMP, routine maintenance is key to preventing this scenario. BF-1 Biofiltration E-118 Sept. 2021 Summary of Standard Inspection and Maintenance The property owner is responsible to ensure inspection, operation and maintenance of permanent BMPs on their property unless responsibility has been formally transferred to an agency, community facilities district, homeowners association, property owners association, or other special district. Maintenance frequencies listed in this table are average/typical frequencies. Actual maintenance needs are site-specific, and maintenance may be required more frequently. Maintenance must be performed whenever needed, based on maintenance indicators presented in this table. The BMP owner is responsible for conducting regular inspections to see when maintenance is needed based on the maintenance indicators. During the first year of operation of a structural BMP, inspection is recommended at least once prior to August 31 and then monthly from September through May. Inspection during a storm event is also recommended. After the initial period of frequent inspections, the minimum inspection and maintenance frequency can be determined based on the results of the first year inspections. Threshold/Indicator Maintenance Action Typical Maintenance Frequency Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials, without damage to the vegetation or compaction of the media layer. • Inspect monthly. If the BMP is 25% full* or more in one month, increase inspection frequency to monthly plus after every 0.1- inch or larger storm event. • Remove any accumulated materials found at each inspection. Obstructed inlet or outlet structure Clear blockage. • Inspect monthly and after every 0.5-inch or larger storm event. • Remove any accumulated materials found at each inspection. Damage to structural components such as weirs, inlet or outlet structures Repair or replace as applicable • Inspect annually. • Maintain when needed. Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans. • Inspect monthly. • Maintain when needed. BF-1 Biofiltration E-119 Sept. 2021 Threshold/Indicator Maintenance Action Typical Maintenance Frequency Dead or diseased vegetation Remove dead or diseased vegetation, re- seed, re-plant, or re-establish vegetation per original plans. • Inspect monthly. • Maintain when needed. Overgrown vegetation Mow or trim as appropriate. • Inspect monthly. • Maintain when needed. 2/3 of mulch has decomposed, or mulch has been removed Remove decomposed fraction and top off with fresh mulch to a total depth of 3 inches. • Inspect monthly. • Replenish mulch annually, or more frequently when needed based on inspection. Erosion due to concentrated irrigation flow Repair/re-seed/re-plant eroded areas and adjust the irrigation system. • Inspect monthly. • Maintain when needed. Erosion due to concentrated storm water runoff flow Repair/re-seed/re-plant eroded areas, and make appropriate corrective measures such as adding erosion control blankets, adding stone at flow entry points, or minor re- grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the City Engineer shall be contacted prior to any additional repairs or reconstruction. • Inspect after every 0.5-inch or larger storm event. If erosion due to storm water flow has been observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. If the issue is not corrected by restoring the BMP to the original plan and grade, the City Engineer shall be contacted prior to any additional repairs or reconstruction. Standing water in BMP for longer than 24 hours following a storm event Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, clearing underdrains, or repairing/replacing clogged or compacted soils. • Inspect monthly and after every 0.5-inch or larger storm event. If standing water is observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. BF-1 Biofiltration E-120 Sept. 2021 Threshold/Indicator Maintenance Action Typical Maintenance Frequency Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosquito.org/biology If mosquitos/larvae are observed: first, immediately remove any standing water by dispersing to nearby landscaping; second, make corrective measures as applicable to restore BMP drainage to prevent standing water. If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96-hour drawdown criteria due to release rates controlled by an orifice installed on the underdrain, the City Engineer shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the County of San Diego Department of Environmental Health, may be required. • Inspect monthly and after every 0.5-inch or larger storm event. If mosquitos are observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. Underdrain clogged Clear blockage. • Inspect if standing water is observed for longer than 24-96 hours following a storm event. • Maintain when needed. “25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure). BF-1 Biofiltration E-121 Sept. 2021 Blank Page for 2-sided formatting purposes ATTACHMENT 2 BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES [This is the cover sheet for Attachment 2.] Indicate which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 2a Hydromodification Management Exhibit (Required) Included See Hydromodification Management Exhibit Checklist on the back of this Attachment cover sheet. Attachment 2b Management of Critical Coarse Sediment Yield Areas (WMAA Exhibit is required, additional analyses are optional) See Section 6.2 of the BMP Design Manual. Exhibit showing project drainage boundaries marked on WMAA Critical Coarse Sediment Yield Area Map (Required) Optional analyses for Critical Coarse Sediment Yield Area Determination Appendix H.6.1 Verification of Geomorphic Landscape Units Onsite Appendix H.7 Downstream Systems Sensitivity to Coarse Sediment Attachment 2c Geomorphic Assessment of Receiving Channels (Optional) See Section 6.3.4 of the BMP Design Manual. Not performed Included Attachment 2d Flow Control Facility Design and Structural BMP Drawdown Calculations (Required) See Chapter 6 and Appendix G of the BMP Design Manual Included 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 Approximate depth to groundwater Existing natural hydrologic features (watercourses, seeps, springs, wetlands) 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 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) Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) SHEDS SCATTERED BRUSH TREE DIRT DIRT DIRT BRUSH DENSE BRUSH AND TREES SCATTERED BRUSH BRUSH SCATTERED BRUSH SCATTERED BRUSH TREES TREES BRUSH SCATTERED BRUSH SCATTERED BRUSH SCATTERED BRUSH S S E WW WW TRASHCAN ASPHALT ASPHALT CONC CONC CONC 6FT CONCRETE BLOCK WALL 325 325325 325 32 5 325 3 2 0 3 2 0 3 2 0 3 2 0 32 0 320 32 0 320 320 320 320 3 2 0 31 5 31 5 31 5 31 5 31 5 315 315 31 5 315 31 5 31 5 315 315 31 5 315 310 31 0 310 310 310 31 0 31 0 310 310 31 0 310 31 0 3 1 0 31 0 31 0 31 0 31 0 305 30 5 3 0 5 3 0 5 3 0 5 30 5 30 5 30 5 3 0 5 305 305 305 30 5 305 305 30 5 305 30 0 300 30 0 30 0 30 0 30 0 30 0 30 0 300 300 300 3 0 0 300 3 0 0 30 0 30 0 300 30 0 295 29 5 29 5 295 29 5 29 5 29 5 295 295 29 5 295 29 5 2 9 5 29 5 29 5 290 29 0 290 29 0 290 29 0 29 0 29 0 29 0 290 29 0 29 0 2 9 0 29 0 2 9 0 285 285 28 5 285 28 5 285 2 8 5 285 28 5 285 28 5 2 8 0 2 8 0 28 0 2 8 0 28 0 280 28 0 280 28 0 28 0 275 2 7 5 275 27 5 27 5 27 5 275 27 5 27 5 27 0 270 270 2 7 0 27 0 270 265 265 265 26 5 26 5 260 26 0 26 0 25 5 25 5 325 32 4 32 3 32 2 3 2 1 3 2 0 3 1 9 3 1 8 327.4322.1 322.1 321.9 327.9 328.1 328.7 327.8 TW=334.00 TW=334.66 TW=334.68 TW=334.62 TW=333.96 TW=333.95 280 275 290 285 290 295 305 300 310 3 0 5 3 1 0 3 1 5 3 0 5 3 1 0 30 0 29 5 29 0 30 5 31 5 320 315 3 1 0 325 305 300 295 LOT 1 10,356 S.F. 0.238 AC. LOT 2 10,428 S.F. 0.239 AC. LOT 3 12,508 S.F. 0.287 AC. LOT 4 11,767 S.F. 0.270 AC. LOT 5 19,660 S.F. 0.451 AC. LOT 9 19,376 S.F. 0.445 AC. LOT 13 10,899 S.F. 0.250 AC. N 86°51'23" W 1 2 0 0 . 0 9 ' LOT 10 MAP 14340 APN: 208-181-18 LOT 9 MAP 14340 APN: 208-181-17 LOT 8 MAP 14340 APN: 208-181-16 LOT 11 MAP 14340 APN: 208-181-19 LOT 12 MAP 14340 APN: 208-181-20 SELF-MITIGATING DMA F AREA = 14,369 SF (0.33 AC) W W W W W W W W S S S S S S SS S S S S S S SD G G G G G G G G SD SD SD SD SD SD SD SD SD SD SD SD S S S W W W W W W G GGG SELF-MITIGATING DMA C AREA = 2,110 SF (0.05 AC) LIMIT OF GRADING / LAND DISTURBANCE LIMIT OF GRADING / LAND DISTURBANCE PROPOSED LOT LINE POC-1 POC-2 TWAIN AVE VE R N E V I E W (P R I V A T E R O A D ) BMP #1, BF-1 AREA = 2,500 SF DMA A AREA = 73,911 SF (1.70 AC) DMA B AREA = 86,318 SF (1.98 AC) BMP #2, BF-1 AREA = 3,650 SF SELF-MITIGATING DMA F AREA = 18,319 SF (0.42 AC) SELF-MITIGATING DMA F AREA = 18,319 SF (0.42 AC) SELF-MITIGATING DMA E DRAINING TO POC-2 AREA = 2,057 SF (0.05 AC) SELF-MITIGATING DMA D DRAINING TO POC-1 AREA = 1,017 SF (0.02 AC) INFLOW PIPE (PER PLAN) LOW-FLOW ORIFICE (SIZE PER PLAN) ORIFICE PLATE: MIN SQUARE DIMENSIONS 1.0 FT GREATER THAN PIPE DIA. HOT DIP GALVANIZED PLATE AFTER HOLES HAVE BEEN DRILLED MIN. 6" (TYP.) NOTE: ORIFICE AND FLANGE CONNECTION TO CONCRETE SHALL BE FILLED WITH 30 DUROMETER NEOPRENE RING 1 2" M A X 3/8" DIA. HOLE (TYP.) 3" TY P . DEEP ROOTED, DENSE, DROUGHT TOLERANT PLANTING SUITABLE FOR WELL DRAINED SOIL PROPOSED 36" X 36" BROOKS BOX WITH GRATED INLET; TOP OF GRATE PER PLAN PROPOSED STORMTECH STORAGE LAYER (DEPTH PER TABLE THIS SHEET) 3" LAYER OF 3/8" WASHED PEA GRAVEL PER PLAN BOTTOM OF BMP (ELEV. PER TABLE THIS SHEET) 3" LAYER WELL SHREDDED HARDWOOD MULCH (MIRAFI 30-MIL THICK 140N OR APPROVED EQUAL) IMPERVIOUS LINER ALONG SIDES AND BOTTOM COVERING ENTIRE BMP RCP EMERGENCY OVERFLOW OUTLET DRAIN PIPE (SIZE PER TABLE THIS SHEET) HMP-SIZED LOW-FLOW ORIFICE, DRILLED INTO ORIFICE PLATE (SIZE PER TABLE THIS SHEET) ORIFICE PLATE PER DETAIL THIS SHEET, DRILLED TO INSIDE OF BOX 18" ENGINEERED SOIL LAYER; *SEE NOTE BELOW RETAINING WALL PER STRUCTURAL PLANS; SEE SHEET 21, DETAIL 18 PROPOSED RETAINING WALL PER STRUCTURAL PLANS; SEE SHEET 21, DETAIL 20 (MIRAFI 30-MIL THICK 140N OR APPROVED EQUAL) IMPERVIOUS LINER ALONG SIDES AND BOTTOM COVERING ENTIRE BMP TW PER PLANS TW PER PLANS 2:1 5" MIN FG = 303.0 X X XPROPOSED FENCE PER LANDSCAPE PLANS PROPOSED FENCE PER LANDSCAPE PLANS FREEBOARD AND CONVEYANCE ABOVE RISER (PER TABLE THIS SHEET) PONDING DEPTH (PER TABLE THIS SHEET) STORAGE DEPTH PER TABLE THIS SHEET PER PLAN Q100 ELEV. (PER TABLE THIS SHEET) TOP OF SIDE WALL. HEIGHT VARIES, SEE PLANS X X X *BIOFILTRATION "ENGINEERED SOIL" LAYER SHALL BE EVENLY MIXED COMPOSITION OF WASHED SAND, SANDY LOAM TOPSOIL, AND HUMIC COMPOST. THE MIX SHALL CONTAIN 65% SAND, 20% TOPSOIL, AND 15% COMPOST OR HARDWOOD MULCH IN ACCORDANCE WITH COUNTY OF SAN DIEGO LID BIOSWALE MEDIA BIO65 CUT SHEET; AS WELL AS SECTION F3 OF THE CITY OF CARLSBAD BMP MANUAL PLSA 3657-01J:\ACTIVE JOBS\3657 RINCON OCEAN VIEW POINT\CIVIL\REPORTS\SWQMP\ATTACHMENTS\ATTACHMENT 2 - HMP CONTROL MEASURES\3657-HMP-EXBT.DWG LEGEND SUBDIVISION BOUNDARY CENTERLINE OF ROAD RIGHT-OF-WAY/LOT LINE ADJACENT PROPERTY LINE EXISTING CONTOUR LINE PROPOSED CONTOUR LINE PROPOSED DMA BASIN BOUNDARY PROPOSED SELF-MITIGATING DMA PER SECTION 5.2.1 OF CITY OF OCEANSIDE BMP DESIGN MANUAL PROPOSED BIOFILTRATION BASIN PROPOSED IMPERVIOUS AREA POINT OF COMPLIANCE (POC-1) 140 140 PLAN VIEW - HMP EXHIBIT SCALE: 1" = 30' HORIZONTAL 30 60 90 GRAPHIC SCALE: 1" = 30' 030 SOIL TYPE INFORMATION SOIL: TYPE D SOILS PER GEOTECHNICAL RECOMMENDATION IN LETTER UPDATED GEOTECHINCAL EVALUATION, OCEANVIEW PROJECT DATED NOVEMBER 2, 2021 PREPARED BY GEOTEK, INC. GROUNDWATER INFORMATION GROUNDWATER WAS NOT ENCOUNTERED ACCORDING TO SECTION V OF THE REPORT OF LIMITED GEOTECHNICAL INVESTIGATION PREPARED BY GEOTECHNICAL EXPLORATION, INC.; DEPTH OF GROUNDWATER IS ANTICIPATED AT GREATER THAT 20 FEET. TREATMENT CONTROL BMPS COARSE SEDIMENT YIELD NO CRITICAL COARSE SEDIMENT YIELD AREAS TO BE PROTECTED ONSITE OR UPSTREAM OF SUBJECT PROPERTY. REFER TO PRIORITY DEVELOPMENT PROJECT SWQMP PREPARED BY PASCO, LARET, SUITER & ASSOCIATES BIOFILTRATION BF-1 HMP EXHIBIT - CT15-07 OCEAN VIEW POINT, TERMINUS OF TWAIN AVE. CITY OF CARLSBAD TYPICAL DETAIL - FLOW CONTROL ORIFICE PLATE NOT TO SCALE TYPICAL SECTION - BIOFILTRATION BASIN NOT TO SCALE BMP TABLE PONDING SOIL STORAGE TYPE STORAGE DEPTH BMP 1 18" 24" 66" 1.2"LOW-FLOW STORMTECH MC-3500 CHAMBER SYSTEM BMP 2 17" 24" 81" 0.85" STORMTECH MC-7200 CHAMBER SYSTEM 295.5 ELBOTTOM OF BMP 294.25 ELELEVATION 18" RCP EMERGENCY 18" RCPOVERFLOW OUTLET FREEBOARD 6"7" STORAGE TYPE I I t r ~~~~e--~~~r=~~=~.....!:il·. I 1~-- - ---- I x x x x x x x x;J X X X X X X X X VZZZZZZI 0 0 0 PASCO LARET SUITER ----• ~ ffe.$$«'.lllC!ffe.TIE$ San Diego I Solana Beach I Orange County Phone 858.259.82121 www.plsaengineering.com POTENTIAL CCSYA EXHIBIT OCEAN VIEW POINT: TERMINUS OF TWAIN AVE. CARLSBAD, CA PROJECT NUMBER: PLSA 3657 SCALE: NTS DATE: OCTOBER 26, 2021 PASCO LARET SUITER I ~~~(O)(C~~f lE~ San Diego I Solana Beach I Orange County Phone 858.259.8212 I www.plsaengineering.com Advanced Drainage Systems, Inc. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-7200 CHAMBER SYSTEM 1. STORMTECH MC-7200 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-7200 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM - 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS. 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9. STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVER DIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS. 10. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 11. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 12. 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 FOR CONSTRUCTION EQUIPMENT 1. STORMTECH MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-7200 CONSTRUCTION GUIDE". 2. THE USE OF EQUIPMENT OVER MC-7200 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-7200 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-7200 CONSTRUCTION GUIDE". 3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. MC-7200 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH MC-7200. 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. ©2023 ADS, INC. PROJECT INFORMATION ADS SALES REP PROJECT NO. ENGINEERED PRODUCT MANAGER TWAIN AVENUE SAN DIEGO, CA, USA ALLAN WARBRICK 760-330-0746 ALLAN.WARBRICK@ADS-PIPE.COM S345311 TRAVIS ANTONISSEN 949-237-8866 TRAVIS.ANTONISSEN@ADSPIPE.COM [!l::ii:t-i[!l r ....... _.. .a.. S·t A . tN J".rr.1•■--1"1 I e SSIS ■:•:."'all •Ba:. "I • .: FOR STORMTECH lo.I " l'I :"1■1':811 : INSTALLATION INSTRUCTIONS 'i1 f•~i VISIT OUR APP ~ I. ■I■ = ■-■ ©2023 ADS, INC. MC-3500 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH MC-3500. 2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM 1.STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - SPACING BETWEEN THE CHAMBER ROWS. 7.INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9.STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 10.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 11.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 FOR CONSTRUCTION EQUIPMENT 1.STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 2.THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. 6" (150 mm) St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : T S G PR O J E C T # : CH E C K E D : N / A 03 - 2 3 - 2 3 S3 4 5 3 1 1 03 / 2 8 / 2 0 2 3 04 / 1 2 / 2 0 2 3 NA L NA L NA L NA L RE V I S E P E R E M A I L RE V I S E E L E V A T I O N S P E R N O T E XX X 3 OF 8 TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W C H K D E S C R I P T I O N TW A I N A V E N U E SA N D I E G O , C A , U S A SHEET NOTES • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE. • DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED.·THIS PLAN REFLECTS THE CHAMBER SYSTEM DESIGN BY THE SITE DESIGN ENGINEER USING STORMTECH COMPONENTS. THE SUITABILITY OF THE CHAMBER SYSTEM TO MEET ANYFUNCTIONAL REQUIREMENTS ARE THE RESPONSIBILITY OF THE SITE DESIGN ENGINEER. STORMTECH'S SCOPE OF WORK IS LIMITED TO THE ASSEMBLED PRODUCT DIMENSIONS ANDSPECIFICATIONS FOR INSTALLATION. •NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. *INVERT ABOVE BASE OF CHAMBER MAX FLOWINVERT*DESCRIPTIONITEM ON LAYOUTPART TYPE 1.97"18" BOTTOM PARTIAL CUT END CAP, PART#: MC7200IEPP18B / TYP OF ALL 18" BOTTOM CONNECTIONSAPREFABRICATED END CAP 4.0 CFS OUT30" DIAMETER (DESIGN BY ENGINEER)BNYLOPLAST (OUTLET) NO ISOLATOR ROW PLUS NO WOVEN GEOTEXTILE BED LIMITS 0 10 20 86.57' 46 . 6 7 ' 44 . 6 1 ' B A CONCEPTUAL LAYOUT - NW BED 42 STORMTECH MC-7200 CHAMBERS 12 STORMTECH MC-7200 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 % STONE VOID 12,877 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 3,022 SYSTEM AREA (ft²) 266 SYSTEM PERIMETER (ft) CONCEPTUAL ELEVATIONS - NW BED 12.75 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 8.25 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 7.75 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 7.75 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 7.75 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 7.08 TOP OF STONE 5.75 TOP OF MC-7200 CHAMBER 0.91 18" BOTTOM CONNECTION INVERT 0.75 BOTTOM OF MC-7200 CHAMBER 0.00 BOTTOM OF STONE 86.57' 77.97' 1. 0 3 ' 6.60'79.97' 9. 0 8 ' 27.24' 25.24' 26.37'19.77'13.19' 9. 0 8 ' 9. 0 8 ' 9. 0 9 ' 51.61' 84.57' C 1.97"18" BOTTOM CONNECTION, ADS N-12CCONNECTION 1 ,-- - - - - --7 ~ I / \i T --------'-----, -~/-- -l _ - -J \._______,____-------'-------\ : ~ i - -j _ -_J \__--------......________._______-------'----_____.__________) I 1 ~I I I I I I : I I I I I 17 / I I I ~ 1/! L_ - - - - - - - - - - - - - - - - - - - --U ---'- I St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : T S G PR O J E C T # : CH E C K E D : N / A 03 - 2 3 - 2 3 S3 4 5 3 1 1 03 / 2 8 / 2 0 2 3 04 / 1 2 / 2 0 2 3 NA L NA L NA L NA L RE V I S E P E R E M A I L RE V I S E E L E V A T I O N S P E R N O T E XX X 4 OF 8 TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W C H K D E S C R I P T I O N TW A I N A V E N U E SA N D I E G O , C A , U S A SHEET 0 10 20 NOTES • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE. • DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED.·THIS PLAN REFLECTS THE CHAMBER SYSTEM DESIGN BY THE SITE DESIGN ENGINEER USING STORMTECH COMPONENTS. THE SUITABILITY OF THE CHAMBER SYSTEM TO MEET ANYFUNCTIONAL REQUIREMENTS ARE THE RESPONSIBILITY OF THE SITE DESIGN ENGINEER. STORMTECH'S SCOPE OF WORK IS LIMITED TO THE ASSEMBLED PRODUCT DIMENSIONS ANDSPECIFICATIONS FOR INSTALLATION. •NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. NO ISOLATOR ROW PLUS NO WOVEN GEOTEXTILE BED LIMITS A B C CONCEPTUAL ELEVATIONS - SE BED MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):12.50 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):6.50 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):6.00 MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):6.00 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):6.00 TOP OF STONE:5.50 TOP OF MC-3500 CHAMBER:4.50 18" BOTTOM CONNECTION INVERT:0.90 BOTTOM OF MC-3500 CHAMBER:0.75 UNDERDRAIN INVERT:0.00 BOTTOM OF STONE:0.00 CONCEPTUAL LAYOUT - SE BED 23 STORMTECH MC-3500 CHAMBERS 8 STORMTECH MC-3500 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 STONE VOID 4677 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) (COVER STONE INCLUDED) (BASE STONE INCLUDED) 1404 SYSTEM AREA (SF) 171.4 SYSTEM PERIMETER (ft) *INVERT ABOVE BASE OF CHAMBER MAX FLOWINVERT*DESCRIPTIONITEM ON LAYOUTPART TYPE 1.77"18" BOTTOM CORED END CAP, PART#: MC3500IEPP18BC / TYP OF ALL 18" BOTTOM CONNECTIONSAPREFABRICATED END CAP 4.0 CFS OUT30" DIAMETER (DESIGN BY ENGINEER)BNYLOPLAST (OUTLET) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAINCUNDERDRAIN 55.92' 53.92' 29 . 7 7 ' 27 . 1 7 ' 34.42' 32.42' 7.17'14.33' 15 . 3 3 ' 13 . 3 3 ' 7. 5 2 ' D 1.77"18" BOTTOM CONNECTION, ADS N-12DCONNECTION - ~-----------------7 I ;' l/"7 /,_ , , \~I I ///////// :11 I 1 II \ / V ~-~ _l:-11 1 11 ////_/ ~ I I I ~~/\( J L ___ I -7 I f ~ I I I :\ J I \: I ( I I I \ J I I L --- - - - - - - - - - - - - - - - - - - - - - - - - - - - LJ X I ~ -- St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m ACCEPTABLE FILL MATERIALS: STORMTECH MC-7200 CHAMBER SYSTEMS PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. NOTES: 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101 2. MC-7200 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 24" (600 mm) MIN* 7.0' (2.1 m) MAX 12" (300 mm) MIN100" (2540 mm) 12" (300 mm) MIN 12" (300 mm) MIN 9" (230 mm) MIN D C B A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). 60" (1525 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-7200 END CAP PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) PERIMETER STONE (SEE NOTE 4) SUBGRADE SOILS (SEE NOTE 3) NO COMPACTION REQUIRED. ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : T S G PR O J E C T # : CH E C K E D : N / A 03 - 2 3 - 2 3 S3 4 5 3 1 1 03 / 2 8 / 2 0 2 3 04 / 1 2 / 2 0 2 3 NA L NA L NA L NA L RE V I S E P E R E M A I L RE V I S E E L E V A T I O N S P E R N O T E XX X 5 OF 8 TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W C H K D E S C R I P T I O N TW A I N A V E N U E SA N D I E G O , C A , U S A SHEET 'I L=--=j-=r=-1 L I SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E UL T I M A T E R E S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 6 8 03 - 2 3 - 2 3 S3 4 5 3 1 1 TS G XX X # TW A I N A V E N U E CA R L S B A D , C A DA T E D R W N C H K D DE S C R I P T I O N 03 / 2 8 / 2 0 2 3 N A L N A L R E V I S E P E R E M A I L 04 / 1 2 / 2 0 2 3 N A L N A L R E V I S E E L E V A T I O N S P E R N O T E ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. NOTES: 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/FT/%. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 NO COMPACTION REQUIRED. 8' (2.4 m) MAX 12" (300 mm) MIN77" (1956 mm) 12" (300 mm) MIN 6" (150 mm) MIN 6" (150 mm) MIN PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-3500 END CAP SUBGRADE SOILS (SEE NOTE 3) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS D C B A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). 45" (1143 mm) 18" (450 mm) MIN* **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m - l= 1=1 I -1-1 • I l=I L NYLOPLAST DRAIN BASIN NTS NOTES 1. 8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2. 12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS 4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC 5. FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM 6. TO ORDER CALL: 800-821-6710 A PART # GRATE/SOLID COVER OPTIONS 8" (200 mm)2808AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 10" (250 mm)2810AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 12" (300 mm)2812AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 15" (375 mm)2815AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 18" (450 mm)2818AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 24" (600 mm)2824AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 30" (750 mm)2830AG PEDESTRIAN AASHTO H-20 STANDARD AASHTO H-20 SOLID AASHTO H-20 INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID TO MATCH BASIN O.D. VARIOUS TYPES OF INLET AND OUTLET ADAPTERS AVAILABLE: 4-30" (100-750 mm) FOR CORRUGATED HDPE WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) BACKFILL MATERIAL BELOW AND TO SIDES OF STRUCTURE SHALL BE ASTM D2321 CLASS I OR II CRUSHED STONE OR GRAVEL AND BE PLACED UNIFORMLY IN 12" (305 mm) LIFTS AND COMPACTED TO MIN OF 90% TRAFFIC LOADS: CONCRETE DIMENSIONS ARE FOR GUIDELINE PUPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED GIVING CONSIDERATION FOR LOCAL SOIL CONDITIONS, TRAFFIC LOADING & OTHER APPLICABLE DESIGN FACTORS ADAPTER ANGLES VARIABLE 0°- 360° ACCORDING TO PLANS 18" (457 mm) MIN WIDTH A AASHTO H-20 CONCRETE SLAB 8" (203 mm) MIN THICKNESS VARIABLE SUMP DEPTH ACCORDING TO PLANS [6" (152 mm) MIN ON 8-24" (200-600 mm), 10" (254 mm) MIN ON 30" (750 mm)] 4" (102 mm) MIN ON 8-24" (200-600 mm) 6" (152 mm) MIN ON 30" (750 mm) 12" (610 mm) MIN (FOR AASHTO H-20) INVERT ACCORDING TO PLANS/TAKE OFF Ny l o p l a s t 77 0 - 9 3 2 - 2 4 4 3 | WW W . N Y L O P L A S T - U S . C O M ® 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : T S G PR O J E C T # : CH E C K E D : N / A 03 - 2 3 - 2 3 S3 4 5 3 1 1 03 / 2 8 / 2 0 2 3 04 / 1 2 / 2 0 2 3 NA L NA L NA L NA L RE V I S E P E R E M A I L RE V I S E E L E V A T I O N S P E R N O T E XX X 7 OF 8 TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W C H K D E S C R I P T I O N TW A I N A V E N U E SA N D I E G O , C A , U S A SHEET MC-7200 TECHNICAL SPECIFICATION NTS PART #STUB B C MC7200IEPP06T 6" (150 mm)42.54" (1081 mm)--- MC7200IEPP06B ---0.86" (22 mm) MC7200IEPP08T 8" (200 mm)40.50" (1029 mm)--- MC7200IEPP08B ---1.01" (26 mm) MC7200IEPP10T 10" (250 mm)38.37" (975 mm)--- MC7200IEPP10B ---1.33" (34 mm) MC7200IEPP12T 12" (300 mm)35.69" (907 mm)--- MC7200IEPP12B ---1.55" (39 mm) MC7200IEPP15T 15" (375 mm)32.72" (831 mm)--- MC7200IEPP15B ---1.70" (43 mm) MC7200IEPP18T 18" (450 mm) 29.36" (746 mm)---MC7200IEPP18TW MC7200IEPP18B ---1.97" (50 mm)MC7200IEPP18BW MC7200IEPP24T 24" (600 mm) 23.05" (585 mm)---MC7200IEPP24TW MC7200IEPP24B ---2.26" (57 mm)MC7200IEPP24BW MC7200IEPP30BW 30" (750 mm)---2.95" (75 mm) MC7200IEPP36BW 36" (900 mm)---3.25" (83 mm) MC7200IEPP42BW 42" (1050 mm)---3.55" (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)100.0" X 60.0" X 79.1" (2540 mm X 1524 mm X 2010 mm) CHAMBER STORAGE 175.9 CUBIC FEET (4.98 m³) MINIMUM INSTALLED STORAGE*267.3 CUBIC FEET (7.56 m³) WEIGHT (NOMINAL)205 lbs.(92.9 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)90.0" X 61.0" X 32.8" (2286 mm X 1549 mm X 833 mm) END CAP STORAGE 39.5 CUBIC FEET (1.12 m³) MINIMUM INSTALLED STORAGE*115.3 CUBIC FEET (3.26 m³) WEIGHT (NOMINAL)90 lbs.(40.8 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" CUSTOM PREFABRICATED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-7200 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. UPPER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB BUILD ROW IN THIS DIRECTION LOWER JOINT CORRUGATION FOOT 83.4" (2120 mm) 79.1" (2010 mm) INSTALLED 60.0" (1524 mm) 100.0" (2540 mm)90.0" (2286 mm) 61.0" (1549 mm) 32.8" (833 mm) INSTALLED 38.0" (965 mm) B C_[_ t--------- I SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E UL T I M A T E R E S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 8 8 03 - 2 3 - 2 3 S3 4 5 3 1 1 TS G XX X # TW A I N A V E N U E CA R L S B A D , C A DA T E D R W N C H K D DE S C R I P T I O N 03 / 2 8 / 2 0 2 3 N A L N A L R E V I S E P E R E M A I L 04 / 1 2 / 2 0 2 3 N A L N A L R E V I S E E L E V A T I O N S P E R N O T E St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m PART #STUB B C MC3500IEPP06T 6" (150 mm)33.21" (844 mm)--- MC3500IEPP06B ---0.66" (17 mm) MC3500IEPP08T 8" (200 mm)31.16" (791 mm)--- MC3500IEPP08B ---0.81" (21 mm) MC3500IEPP10T 10" (250 mm)29.04" (738 mm)--- MC3500IEPP10B ---0.93" (24 mm) MC3500IEPP12T 12" (300 mm)26.36" (670 mm)--- MC3500IEPP12B ---1.35" (34 mm) MC3500IEPP15T 15" (375 mm)23.39" (594 mm)--- MC3500IEPP15B ---1.50" (38 mm) MC3500IEPP18TC 18" (450 mm) 20.03" (509 mm)---MC3500IEPP18TW MC3500IEPP18BC ---1.77" (45 mm)MC3500IEPP18BW MC3500IEPP24TC 24" (600 mm) 14.48" (368 mm)---MC3500IEPP24TW MC3500IEPP24BC ---2.06" (52 mm)MC3500IEPP24BW MC3500IEPP30BC 30" (750 mm)---2.75" (70 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³) MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³) WEIGHT 134 lbs.(60.8 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 m³) MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³) WEIGHT 49 lbs.(22.2 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" (152 mm) STONE BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. MC-3500 TECHNICAL SPECIFICATION NTS 90.0" (2286 mm) ACTUAL LENGTH 86.0" (2184 mm) INSTALLED BUILD ROW IN THIS DIRECTION NOTE: ALL DIMENSIONS ARE NOMINAL LOWER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB B C 75.0" (1905 mm) 45.0" (1143 mm) 25.7" (653 mm) FOOT 77.0" (1956 mm) 45.0" (1143 mm) PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" END CAPS WITH A WELDED CROWN PLATE END WITH "C" UPPER JOINT CORRUGATION 22.2" (564 mm) INSTALLED CUSTOM PARTIAL CUT INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-3500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-BNUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS MC-SERIES END CAP INSERTION DETAIL NTS NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. MANIFOLD HEADER MANIFOLD STUB STORMTECH END CAP MANIFOLD HEADER MANIFOLD STUB 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION 1 I -1 ~ _[_ .. . .. ~ ~ /, ' .,./ . /~ /,. ~·· /~. . • y• A . • • . ·.4_;.. • .. ,,,,,, . . . ~ . . . _,. A .. I 1111111111\11111' I • • ' ,. 7 • L l' .. 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Cl>• L-:--,- '/ j ~Will I I .... ... 1mtmttt+tHtK mttfflff~~ ~- • I ... 3657 Ocean View Point 3/29/2023 SWMM MODEL SCHEMATICS PRE-DEVELOPMENT MODEL POST-PROJECT MODEL J:\ACTIVE JOBS\3657 RINCON OCEAN VIEW POINT\CIVIL\REPORTS\SWQMP\SWMM\Output\3657_SWMM_Schematics.xlsx ' ' " I ' I , ,, • I I B "" , .. -' ' y ' -E ' jll f , ' , \ , ' , ~ ' ' • POC-1 [TITLE] ;;Project Title/Notes 3657 Ocean View Point Pre-Development Condition [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION GREEN_AMPT FLOW_ROUTING KINWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO START_DATE 08/28/1951 START_TIME 05:00:00 REPORT_START_DATE 08/28/1951 REPORT_START_TIME 05:00:00 END_DATE 05/23/2008 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 RULE_STEP 00:00:00 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION H-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 12.557 MAX_TRIALS 8 HEAD_TOLERANCE 0.005 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters ;;-------------- ---------------- MONTHLY .06 .08 .11 .15 .17 .19 .19 .18 .15 .11 .08 .06 DRY_ONLY NO [RAINGAGES] ;;Name Format Interval SCF Source POC-1 ;;-------------- --------- ------ ------ ---------- Oceanside INTENSITY 1:00 1.0 TIMESERIES Oceanside [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- DMA-A Oceanside POC-1 1.5 0 284 15 0 DMA-B Oceanside POC-2 0.89 0 158 17 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- DMA-A 0.012 0.08 0.05 0.1 25 OUTLET DMA-B 0.012 0.08 0.05 0.1 25 OUTLET [INFILTRATION] ;;Subcatchment Suction Ksat IMD ;;-------------- ---------- ---------- ---------- DMA-A 9 0.025 .3 DMA-B 9 0.025 .3 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- ;Basin 1 POC-1 0 FREE NO POC-2 0 FREE NO [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- Oceanside FILE "J:\ACTIVE JOBS\3657 RINCON OCEAN VIEW POINT\CIVIL\REPORTS\SWQMP\SWMM\Rainfall\oceanside.dat" [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ POC-1 760.764 3609.495 POC-2 3846.154 3506.787 POC-1 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ DMA-A 801.976 5628.879 DMA-B 3914.027 5678.733 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ Oceanside 2601.810 7330.317 POC-1 [TITLE] ;;Project Title/Notes 3657 Ocean View Point Post-Project Condition [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION GREEN_AMPT FLOW_ROUTING KINWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO START_DATE 08/28/1951 START_TIME 05:00:00 REPORT_START_DATE 08/28/1951 REPORT_START_TIME 05:00:00 END_DATE 05/23/2008 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 RULE_STEP 00:00:00 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION H-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 12.557 MAX_TRIALS 8 HEAD_TOLERANCE 0.005 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters ;;-------------- ---------------- MONTHLY .06 .08 .11 .15 .17 .19 .19 .18 .15 .11 .08 .06 DRY_ONLY NO [RAINGAGES] ;;Name Format Interval SCF Source POC-1 ;;-------------- --------- ------ ------ ---------- Oceanside INTENSITY 1:00 1.0 TIMESERIES Oceanside [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- DMA-A Oceanside BMP-1 1.643 56 1491 2 0 BMP-1 Oceanside POC-1 0.05739 0 50 0 0 DMA-B Oceanside BMP-2 1.896 57 1449 4 0 BMP-2 Oceanside POC-2 0.08379 0 61 0 0 SM-D Oceanside POC-1 0.02 0 21 50 0 SM-E Oceanside POC-2 0.05 2 38 50 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- DMA-A 0.012 0.06 0.05 0.1 25 OUTLET BMP-1 0.012 0.06 0.05 0.1 25 OUTLET DMA-B 0.012 0.06 0.05 0.1 25 OUTLET BMP-2 0.012 0.06 0.05 0.1 25 OUTLET SM-D 0.012 0.08 0.05 0.1 25 OUTLET SM-E 0.012 0.08 0.05 0.1 25 OUTLET [INFILTRATION] ;;Subcatchment Suction Ksat IMD ;;-------------- ---------- ---------- ---------- DMA-A 9 0.019 .3 BMP-1 9 0.025 .3 DMA-B 9 0.019 .3 BMP-2 9 0.025 .3 SM-D 9 0.019 .3 SM-E 9 0.019 .3 [LID_CONTROLS] ;;Name Type/Layer Parameters ;;-------------- ---------- ---------- BMP-1 BC BMP-1 SURFACE 18 0 0 0 5 BMP-1 SOIL 24 0.4 0.2 0.1 5 5 1.5 BMP-1 STORAGE 66 0.99 0 0 BMP-1 DRAIN 0.1901 0.5 3 6 0 0 BMP-2 BC BMP-2 SURFACE 17 0 0 0 5 BMP-2 SOIL 24 0.4 0.2 0.1 5 5 1.5 BMP-2 STORAGE 81 0.99 0 0 BMP-2 DRAIN 0.0653 0.5 3 6 0 0 [LID_USAGE] ;;Subcatchment LID Process Number Area Width InitSat FromImp ToPerv RptFile DrainTo FromPerv POC-1 ;;-------------- ---------------- ------- ---------- ---------- ---------- ---------- ---------- ------------------------ ------------ ---- ---------- BMP-1 BMP-1 1 2499.91 0 0 100 0 * * 0 BMP-2 BMP-2 1 3649.89 0 0 100 0 * * 0 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- ;Basin 1 POC-1 0 FREE NO POC-2 0 FREE NO [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- Oceanside FILE "J:\ACTIVE JOBS\3657 RINCON OCEAN VIEW POINT\CIVIL\REPORTS\SWQMP\SWMM\Rainfall\oceanside.dat" [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ POC-1 760.764 3609.495 POC-2 2067.160 3747.438 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ DMA-A 801.976 5628.879 BMP-1 705.815 4681.005 DMA-B 2092.417 5619.772 BMP-2 2071.799 4837.172 SM-D -24.604 4629.471 SM-E 2806.046 4514.206 POC-1 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ Oceanside 1636.750 6641.346 SWMM OUTPUT REPORT PRE-DEVELOPMENT CONDITION J:\ACTIVE JOBS\3657 RINCON OCEAN VIEW POINT\CIVIL\REPORTS\SWQMP\SWMM\Output\3657_PreProject_SWMM_results.docx EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.013) -------------------------------------------------------------- 3657 Ocean View Point Pre-Development Condition ********************************************************* 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 RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... GREEN_AMPT Starting Date ............ 08/28/1951 05:00:00 Ending Date .............. 05/23/2008 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 ...... 134.455 675.090 Evaporation Loss ......... 4.990 25.052 Infiltration Loss ........ 101.933 511.797 Surface Runoff ........... 30.451 152.892 Final Storage ............ 0.000 0.001 Continuity Error (%) ..... -2.170 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 30.451 9.923 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 30.451 9.923 Flooding Loss ............ 0.000 0.000 SWMM OUTPUT REPORT PRE-DEVELOPMENT CONDITION J:\ACTIVE JOBS\3657 RINCON OCEAN VIEW POINT\CIVIL\REPORTS\SWQMP\SWMM\Output\3657_PreProject_SWMM_results.docx Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 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 Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------------ DMA-A 675.09 0.00 25.05 511.79 0.00 152.90 152.90 6.23 1.68 0.226 DMA-B 675.09 0.00 25.05 511.80 0.00 152.88 152.88 3.69 1.00 0.226 Analysis begun on: Wed Mar 29 10:17:12 2023 Analysis ended on: Wed Mar 29 10:17:53 2023 Total elapsed time: 00:00:41 SWMM OUTPUT REPORT POST-PROJECT CONDITION J:\ACTIVE JOBS\3657 RINCON OCEAN VIEW POINT\CIVIL\REPORTS\SWQMP\SWMM\Output\3657 PostProject SWMM_results.docx EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.013) -------------------------------------------------------------- 3657 Ocean View Point Post-Project Condition ********************************************************* 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 RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... GREEN_AMPT Starting Date ............ 08/28/1951 05:00:00 Ending Date .............. 05/23/2008 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 ************************** --------- ------- Initial LID Storage ...... 0.028 0.090 Total Precipitation ...... 210.976 675.090 Evaporation Loss ......... 32.538 104.118 Infiltration Loss ........ 62.814 200.996 Surface Runoff ........... 2.578 8.250 LID Drainage ............. 116.333 372.247 Final Storage ............ 0.042 0.134 Continuity Error (%) ..... -1.565 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 118.911 38.749 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 SWMM OUTPUT REPORT POST-PROJECT CONDITION J:\ACTIVE JOBS\3657 RINCON OCEAN VIEW POINT\CIVIL\REPORTS\SWQMP\SWMM\Output\3657 PostProject SWMM_results.docx External Outflow ......... 118.911 38.749 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 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 Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------------ DMA-A 675.09 0.00 65.75 206.17 329.01 84.96 413.97 18.47 1.93 0.613 BMP-1 675.09 11851.24 1113.87 0.00 0.00 0.00 11411.69 17.78 1.77 0.911 DMA-B 675.09 0.00 66.29 201.88 335.05 82.98 418.03 21.52 2.23 0.619 BMP-2 675.09 9459.16 1087.81 0.00 0.00 0.00 9045.75 20.58 1.86 0.893 SM-D 675.09 0.00 22.58 470.15 0.00 193.89 193.89 0.11 0.02 0.287 SM-E 675.09 0.00 24.38 457.54 11.94 191.92 203.86 0.28 0.06 0.302 *********************** LID Performance Summary *********************** -------------------------------------------------------------------------------------------------------------------- Total Evap Infil Surface Drain Initial Final Continuity Inflow Loss Loss Outflow Outflow Storage Storage Error Subcatchment LID Control in in in in in in in % -------------------------------------------------------------------------------------------------------------------- BMP-1 BMP-1 12526.33 1113.91 0.00 159.57 11252.53 2.40 3.04 -0.00 BMP-2 BMP-2 10134.25 1087.85 0.00 92.02 8954.06 2.40 2.93 -0.00 Analysis begun on: Wed Mar 29 10:48:57 2023 Analysis ended on: Wed Mar 29 10:49:45 2023 Total elapsed time: 00:00:48 ,:; )J;)J)I// I I I 1i1 / ll;;J!;' 'ii lf!l~~~~~~~~rrll I I I fl\\ I I/ 111111 I 11 \) ))f;,~\)\)J -' I 'I _ (;JI -;/ ", \ ', \ i \ \ \\~~\11~l))'~ ~\/ \1111) ~~~VI'} \\\\\\\\~\~~\\\~~"' Ill I I/ I I I I I I,------- t; (( /////i!ll;;;; /1;,;, I;, 'l:71// ~rt'f)J;JJ\\ \1ill11l//(/ij/lt~11J11 I ~" -~ \ \I \ \ // 1'111~~\f,__...;---,~~1 \\\\\\\\~\f~~"' /1///, (((\ 1rr;;:- I //If l/////!;;1111;1:f;J1j;j~:l;p)\\I I U11MJI I I/ ) 1l;l){ri111iil\ \~\\\\\\\ 1· \; OO<O ------., ¥"--" _, 9> I ,\ \ \\~~1\~~~~\\\\~\\W~"' \ll\\\\\\\\\~\\\\1~'~y __jj1//;;; j \ I ( \ \ Ji1!////li&;1)))/)))J_l/;l1,1;,l///lff;'Jll;JJ;;ll1~l;;l////l\\.~,~'tl~~~-----------------1 ~'\ "--~~I \\~ \\1(\11\\t\\11\\\~~~\\\\\ ~~\111111\\'\\\\\~\\\\\\~{1~-0////;/l\ \( 1/))//J//l!;;111!;;7i;;1/(rfr ~ ,,:,:~1 fff(!4'/:111)J;,',/,,1 1\1)·.LJ~1~~'%-~:::---=--==-----,1/ -1 ( -~ "'"" ooa, *'\\ ----3~-E~---l \\\ \11~~~tr~~~\~H I l111 \ \ \\\ \\\\\\\\~\\\\l ~ ~ /// / / / I) I)\ ~//JIIJ;J~}Y#J~}ft:11/1//IJl;,i;//1/II(' "7/ ·1-~ 7~~~; ~1; -=---= ", ~ \t\\~--~~4~===-~~~~~~~)~~~\\~\~~r\\\\\l\\\,\\\~\~~\\~\\\\\~\f~\\'\____-_;';'/j~~~// JI ~0n11 \M 1~, "'1',, -,, ', --~sn -,-&~-h 1 kJI JlqrJ/1 (~ 1/~Jf ( (II I it{[~ 1 {// /11; 1;;1 / ~ I I 11/ 1/\)\ ~\ \ \,sR~SH \ \ \ I I~ I -;;-" ' , • • ~ S' • I ~ _ ,_/ 1 I /j\~J I I ~~t~i\'l!)\~ "'~~s£,k_'-;:;:;.._ --:'?~ ':'..-:::.. 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"-----~ "'\ \ \ \ \ \ \ \t \ \ \\\ \\ \ \ \ \ \ \ \ \ \ ~v-~ ~::. ~ j'i1//I(~"'~ \ \ \ ~~~" ~ ~ '::::_ ~ \ ~" ~~ ,,t "')<\ ~\ \ \ \ \ \ \ \ I 1 \ I \ \ I I I \ \ l l"{ r" ,,.--~ \ \ -----L 1-'-___-----=-----~ ~ ~ \' ~ \ \ \' \ ~ \ \~ \ \\ ~ \\\\ \\ \ \\~ \\ \\ \ \ \,\; m~~~\~~~~~~\\\:~~\::/:/1~:--j ~\ i A~ ~t ~~ \~\~l~~~~t~\~~~-=-__:::;__ ~~,~~\\\\\1f 111\1\1\\1\ \11~1 ~'\\~~ \ \( (~\\\~~,\~"~ ,'__"__]_:; //1 I_~// -~ '1 __ ,,~: ; ~,;;~"i~~-<~t \~ '~\0\t~\\\\\~ ~\\\)\ \ \ \ \ ( l't \~°'0--/ --=--~~ ;__~ii I 1) I: \Iii\\~~\\~{\ I \' ~ 'f-"\ ~ ~ ~;:: ~ ~~ ~ {~\.::ft'~ t~~~ \:_-~:[I ~ ---,, / BASIN EX-3' ,~<:~x-1t ,\ \\ ~ ':.I:_\ \ i\ I Ii) I I I I I I I \1 \ \\ \ '\' \\ \ '---;:_ =::_--=--:::___--===-~ "\ \) ) J / / /, I I I I j I .l \ \ \ \ \ I \ \ \'------I_"""'"" '::::__ " -----:::::: ~ ~ ~ --:-;__ --~ ' -~ -------.,_:; '~'-;/-1---~ -------\ \. \ "' \ \ ~ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ~ \ \' '\ 'c-::S -2'--=:: ~ -=------>--)~I\////// I I II// I I I I I ft\_\l},1 I I\~~ ;-f-.____::::: ~--::..:::: ~:::.-=-~-Z*? DMA-B :::_::__ .:::-~!t ~~-::... .:::-= = ~ " " . '-' ( ....._\ \ \ \ \ \ ~ \ \ I I I I I I I I 11 I I I I I I \ ~ ~ z 0 ~-::::--=_ ~-===-t \ ~ )i I/! j \ I ((II J I \ I I l \ l \\\\,\I 1~t~>t'$z~~'%~-===-§_ ~.t~~ AREA= o.89 Ac ~~-::::_ { + _ ~ ~ ==: \"' , ~ "' _ ""\ \ \ \1\ \ ~ \\ l \\ \\\\ \ \ \ \ \ \ \ \ \ \ \ \\\ \ \ \ ~ \ ~ \ \' '-. ~-=:=--_::::,' \ l\ ;;,\111111// I I I I II I I I I I Ii' I I I I\\':::: 1 -::.._ ~"1,~~~ ~ t ~:;:: '\ Z ~ '~"\;: --S ,, 'S+--1,:--=._ ~---==:.._ ~~ '\_:::::::: "\ \ \ ~ >. \ y 1 I I I I I I I I I I I I\ I I I 11 I I I I I I I PLAN VIEW-EXISTING HYDROLOGY NODE MAP GRAPHICSCALE 1'=30' SCALE: 1' = 30' HORIZONTAL POC-1 POC-2 30 0 30 PRE -DEVELOPMENT Weighted PRE-DEVELOPM ENT Width Conducti We ighted Weighted Widt h Weighted We ighted Weighted (Area/Flow % vity Suction Head Initia l (Area/Flow % %11 D 111 Conductivit y Suct ion 111utial DMA Ar ea (ac) Length) 1ft) %Slope Impervious % "D" Soi ls (in/hr): (in): Deficit : N-pe rv l OMA Area (ac) Length) (ttl % Slope Impervious So ils (in/hr): Head (in): Def icit : N-perv l A 1-500 284 15.0% 0% 100% 0.025 9.000 0.300 0.080 B 0.890 158 17.0% 0% 100% 0 .0 25 9.000 0.300 0 .080 Total: 1.500 Total: 0.890 1. Per the Monning'~ n Vo l~e, for Ove r!ond Flow toble (Tory Wolker Engineering): 1. Per the Manning's n Va lues for Ove rl, nd Flow table (Tory Walker Engineering): DMA consists of ,~rubs and bushes = 0.08 DMA consists of shru bs and bushes = 0.08. J:l4.CT/VE JOBS\3657 RINCON OCEAN VIEW POINnCIVIL\REPORTS\SWQMPISWMMl3657 HMP PREDWG 60 LEGEND PROPERTY BOUNDARY CENTERLINE OF ROAD RIGHT-OF-WAY ADJACENT PROPORTY LINE EXISTING CONTOUR LINE PROPOSED PATH OF TRAVEL PROPOSED MAJOR DRAINAGE BASIN BOUNDARY EXISTING IMPERVIOUS AREA 'NOTE: ---- ------- 1////////1 BASIN EX-3 AND BASIN EX4 DO NOT NEED TO BE EV AWA TED FOR HYDROMODIFICA TION BECAUSE THE ONLY PROPOSED IMPROVEMENTS ARE SELF-MIT/GA TED SLOPES. THE SELF-MIT/GA TED SLOPES DO NOT INCREASE TOTAL AREA AND DOES NOT CONCENTRATE RUNOFF TO A NEW LOCATION 90 PASCO LARET SUITER ----• ~ A~~©t!AiilE~ San Diego I Solana Beach I Orange County Phone 858.259.8212 I www.plsaengineering.com PLSA3657 3657 Ocean View Point 3/29/2023 DMA Area (ac) Width (Area/Flow Length) (ft)% Slope % Impervious % "D" Soils Weighted Conducti vity (in/hr): Weighted Suction Head (in): Weighted Initial Deficit:N-perv1 A 1.500 284 15.0%0%100%0.025 9.000 0.300 0.080 Total:1.500 1. Per the Manning's n Values for Overland Flow table (Tory Walker Engineering): DMA consists of shrubs and bushes = 0.08 DMA Area (ac) Width (Area/Flow Length) (ft) % Impervious % Slope % "D" Soils Weighted Conducti vity (in/hr): Weighted Suction Head (in): Weighted Initial Deficit:N-perv1 A 1.643 1491 56%2.0%100%0.019 9.000 0.300 0.06 BMP-1 0.05739 50 0%0.0%100%0.025 9.000 0.300 0.06 SM-D 0.02 21 0%50.0%100%0.019 9.000 0.300 0.08 Total:1.720 1. Per the Manning's n Values for Overland Flow table (Tory Walker Engineering): DMA-1 and BMP-1 consist of a combination of average grass, closely clipped sod and shrubs and bushes = (0.04+0.08)/2 = 0.06. SM-D consists of shrubs and bushes = 0.08. D:0.025 in/hr D:9 in D:0.30 POC-1 PRE-DEVELOPMENT POST-PROJECT Suction Head:Initial DeficitConductivity: J:\ACTIVE JOBS\3657 RINCON OCEAN VIEW POINT\CIVIL\REPORTS\SWQMP\SWMM\3657_SWMM_Input OPT2_POC-1.xlsx POC-1 Peak Flow Frequency Summary Return Period Pre-project Qpeak (cfs) Post-project - Mitigated Q (cfs) LF = 0.1xQ2 0.080 0.010 2-year 0.804 0.097 Permavoid Layer 1.026 0.157 10-year 1.316 0.621 J:\ACTIVE JOBS\3657 RINCON OCEAN VIEW POINT\CIVIL\REPORTS\SWQMP\SWMM\3657 SWMM_PostProcessing OPT2_POC-1.xlsx 0.000 0.200 0.400 0.600 0.800 1.000 1.200 1.400 0 1 2 3 4 5 6 7 8 9 10 Pe a k F l o w i n c f s Return Period in Years POC-1 Peak Flow Frequency Curves Pre-project Qpeak Post-project Mitigated Qpeak ,, ,,c--- L. .... ,, ,, ..,.I " -_.. .r -~ ';""'~ ~ ,... ~~ -I j -0-■ I .iu: - ~ ~ ~ ... A I I if" _..L.-,.... ----c.-h_.. I. --.._ .Irr ~ ~"'11 ~~ ~ ~ I i.,.. rs---trr I . . . . . . . .:. i.,.,,. I I I ~ . -- I I I I I I I I I Low-flow Threshold:10%POC-1 0.1xQ2 (Pre):0.080 cfs Q10 (Pre):1.316 cfs Ordinate #:100 Incremental Q (Pre):0.01236 cfs Total Hourly Data:497370 hours The proposed BMP:PASSED Permavoid Layer Pre-project Flow (cfs)Pre-project Hours Pre-project % Time Exceeding Post-project % Time Exceeding Percentage Pass/Fail 0 0.080 941 1.89E-03 543 1.09E-03 58%Pass 1 0.093 847 1.70E-03 249 5.01E-04 29%Pass 2 0.105 766 1.54E-03 128 2.57E-04 17%Pass 3 0.117 723 1.45E-03 23 4.62E-05 3%Pass 4 0.130 682 1.37E-03 21 4.22E-05 3%Pass 5 0.142 641 1.29E-03 18 3.62E-05 3%Pass 6 0.155 608 1.22E-03 17 3.42E-05 3%Pass 7 0.167 579 1.16E-03 17 3.42E-05 3%Pass 8 0.179 537 1.08E-03 16 3.22E-05 3%Pass 9 0.192 504 1.01E-03 14 2.81E-05 3%Pass 10 0.204 469 9.43E-04 14 2.81E-05 3%Pass 11 0.216 436 8.77E-04 14 2.81E-05 3%Pass 12 0.229 401 8.06E-04 14 2.81E-05 3%Pass 13 0.241 372 7.48E-04 13 2.61E-05 3%Pass 14 0.253 337 6.78E-04 13 2.61E-05 4%Pass 15 0.266 314 6.31E-04 13 2.61E-05 4%Pass 16 0.278 302 6.07E-04 13 2.61E-05 4%Pass 17 0.290 295 5.93E-04 13 2.61E-05 4%Pass 18 0.303 282 5.67E-04 12 2.41E-05 4%Pass 19 0.315 261 5.25E-04 11 2.21E-05 4%Pass 20 0.328 246 4.95E-04 11 2.21E-05 4%Pass 21 0.340 233 4.68E-04 11 2.21E-05 5%Pass 22 0.352 221 4.44E-04 11 2.21E-05 5%Pass 23 0.365 204 4.10E-04 11 2.21E-05 5%Pass 24 0.377 190 3.82E-04 11 2.21E-05 6%Pass 25 0.389 167 3.36E-04 11 2.21E-05 7%Pass 26 0.402 155 3.12E-04 11 2.21E-05 7%Pass 27 0.414 142 2.86E-04 11 2.21E-05 8%Pass 28 0.426 132 2.65E-04 10 2.01E-05 8%Pass 29 0.439 128 2.57E-04 10 2.01E-05 8%Pass 30 0.451 124 2.49E-04 10 2.01E-05 8%Pass 31 0.463 121 2.43E-04 9 1.81E-05 7%Pass 32 0.476 116 2.33E-04 9 1.81E-05 8%Pass 33 0.488 110 2.21E-04 9 1.81E-05 8%Pass 34 0.501 105 2.11E-04 9 1.81E-05 9%Pass 35 0.513 98 1.97E-04 8 1.61E-05 8%Pass 36 0.525 89 1.79E-04 8 1.61E-05 9%Pass 37 0.538 83 1.67E-04 8 1.61E-05 10%Pass 38 0.550 76 1.53E-04 8 1.61E-05 11%Pass 39 0.562 71 1.43E-04 7 1.41E-05 10%Pass 40 0.575 67 1.35E-04 6 1.21E-05 9%Pass 41 0.587 65 1.31E-04 6 1.21E-05 9%Pass 42 0.599 64 1.29E-04 6 1.21E-05 9%Pass 43 0.612 62 1.25E-04 6 1.21E-05 10%Pass 44 0.624 59 1.19E-04 6 1.21E-05 10%Pass 45 0.636 53 1.07E-04 6 1.21E-05 11%Pass 46 0.649 51 1.03E-04 6 1.21E-05 12%Pass 47 0.661 48 9.65E-05 6 1.21E-05 13%Pass 48 0.674 46 9.25E-05 6 1.21E-05 13%Pass 49 0.686 44 8.85E-05 6 1.21E-05 14%Pass 50 0.698 42 8.44E-05 6 1.21E-05 14%Pass 51 0.711 41 8.24E-05 6 1.21E-05 15%Pass 52 0.723 41 8.24E-05 6 1.21E-05 15%Pass 53 0.735 41 8.24E-05 6 1.21E-05 15%Pass 54 0.748 39 7.84E-05 6 1.21E-05 15%Pass II II Permavoid Layer Pre-project Flow (cfs)Pre-project Hours Pre-project % Time Exceeding Post-project % Time Exceeding Percentage Pass/Fail 55 0.760 37 7.44E-05 6 1.21E-05 16%Pass 56 0.772 37 7.44E-05 6 1.21E-05 16%Pass 57 0.785 37 7.44E-05 6 1.21E-05 16%Pass 58 0.797 33 6.63E-05 6 1.21E-05 18%Pass 59 0.809 32 6.43E-05 6 1.21E-05 19%Pass 60 0.822 30 6.03E-05 6 1.21E-05 20%Pass 61 0.834 29 5.83E-05 6 1.21E-05 21%Pass 62 0.847 26 5.23E-05 6 1.21E-05 23%Pass 63 0.859 22 4.42E-05 6 1.21E-05 27%Pass 64 0.871 22 4.42E-05 6 1.21E-05 27%Pass 65 0.884 21 4.22E-05 6 1.21E-05 29%Pass 66 0.896 21 4.22E-05 6 1.21E-05 29%Pass 67 0.908 21 4.22E-05 6 1.21E-05 29%Pass 68 0.921 21 4.22E-05 6 1.21E-05 29%Pass 69 0.933 21 4.22E-05 5 1.01E-05 24%Pass 70 0.945 21 4.22E-05 5 1.01E-05 24%Pass 71 0.958 20 4.02E-05 5 1.01E-05 25%Pass 72 0.970 20 4.02E-05 5 1.01E-05 25%Pass 73 0.982 16 3.22E-05 5 1.01E-05 31%Pass 74 0.995 15 3.02E-05 4 8.04E-06 27%Pass 75 1.007 13 2.61E-05 4 8.04E-06 31%Pass 76 1.020 12 2.41E-05 4 8.04E-06 33%Pass 77 1.032 9 1.81E-05 4 8.04E-06 44%Pass 78 1.044 9 1.81E-05 4 8.04E-06 44%Pass 79 1.057 9 1.81E-05 4 8.04E-06 44%Pass 80 1.069 9 1.81E-05 4 8.04E-06 44%Pass 81 1.081 9 1.81E-05 4 8.04E-06 44%Pass 82 1.094 8 1.61E-05 4 8.04E-06 50%Pass 83 1.106 8 1.61E-05 4 8.04E-06 50%Pass 84 1.118 7 1.41E-05 4 8.04E-06 57%Pass 85 1.131 7 1.41E-05 4 8.04E-06 57%Pass 86 1.143 6 1.21E-05 4 8.04E-06 67%Pass 87 1.155 6 1.21E-05 4 8.04E-06 67%Pass 88 1.168 6 1.21E-05 4 8.04E-06 67%Pass 89 1.180 6 1.21E-05 4 8.04E-06 67%Pass 90 1.193 6 1.21E-05 4 8.04E-06 67%Pass 91 1.205 6 1.21E-05 4 8.04E-06 67%Pass 92 1.217 6 1.21E-05 4 8.04E-06 67%Pass 93 1.230 6 1.21E-05 4 8.04E-06 67%Pass 94 1.242 6 1.21E-05 4 8.04E-06 67%Pass 95 1.254 6 1.21E-05 4 8.04E-06 67%Pass 96 1.267 6 1.21E-05 4 8.04E-06 67%Pass 97 1.279 6 1.21E-05 4 8.04E-06 67%Pass 98 1.291 6 1.21E-05 4 8.04E-06 67%Pass 99 1.304 6 1.21E-05 4 8.04E-06 67%Pass 100 1.316 5 1.01E-05 4 8.04E-06 80%Pass 0.000 0.200 0.400 0.600 0.800 1.000 1.200 1.400 1.0E-06 1.0E-05 1.0E-04 1.0E-03 1.0E-02 Fl o w ( c f s ) % Time Exceeding POC-1 Flow Duration Curve [Pre vs. Post (Mitigated)] Pre-project Q Post-project (Mitigated) Q I ll I I I I , __ -L "'u-.., L,i..1 I I 171 ~~ ~ --1:r- I ¾i. I ' ~ I r-.....:i~ i~ ~ !titl Pa: ' ""· ~I -I I - I I I I I I ~ I .. I I I I I POC-1 BMP-1 PARAMETER ABBREV. Ponding Depth PD 18.0 in Bioretention Soil Layer S 24 in Storage Layer G 66 in 9.0 ft 108 in Orifice Coefficient cg 0.6 -- Low Flow Orifice Diameter D 1.2 in Drain exponent n 0.5 -- Flow Rate (volumetric)Q 0.113 cfs Ponding Depth Surface Area APD 2500 ft2 AS, AG 2500 ft2 AS, AG 0.0574 ac Porosity of Bioretention Soil n 0.40 - Flow Rate (per unit area)q 4.887 in/hr Effective Ponding Depth PDeff 18.00 in Flow Coefficient C 0.1901 -- Bio-Retention Cell LID BMP Bioretention Surface Area TOTAL SWMM Model Flow Coefficient Calculation and Effective Ponding Depth Calculation Volume Drawdown Calculation: BMP-1 Project Name Ocean View Point Project No 3657 Date 3/29/2023 Surface Drawdown Time: 9.81 hrs Surface Area 2500 sq ft Note: Drawdown time is calculated assuming an initial water surface depth equal to the invert of the lowest surface discharge opening in the outlet structure. Underdrain Orifice Diameter: 1.2 in C:0.6 Surface Ponding:1.5 ft Amended Soil Depth: 2 ft Storage Depth: 5.25 ft Surface Depth (ft)Volume (cf)Qorifice (cfs)∆T (hr)Total Time (hr) 1.5 3750.00 0.111 0.000 0.0 0 0.00 0.101 9.806 9.81 3657 Ocean View Point 3/29/2023 DMA Area (ac) Width (Area/Flow Length) (ft)% Slope % Impervious % "D" Soils Weighted Conductivity (in/hr): Weighted Suction Head (in): Weighted Initial Deficit:N-perv1 B 0.890 158 17.0%0%100%0.025 9.000 0.300 0.080 Total:0.890 1. Per the Manning's n Values for Overland Flow table (Tory Walker Engineering): DMA consists of shrubs and bushes = 0.08. DMA Area (ac) Width (Area/Flow Length) (ft) % Impervious % Slope % "D" Soils Weighted Conductivity (in/hr): Weighted Suction Head (in): Weighted Initial Deficit:N-perv1 B 1.896 1449 57%4.0%100%0.019 9.000 0.300 0.06 BMP-2 0.08379 61 0%0.0%100%0.025 9.000 0.300 0.06 SM-E 0.05 38 2%50.0%100%0.019 9.000 0.300 0.08 Total:2.030 1. Per the Manning's n Values for Overland Flow table (Tory Walker Engineering): DMA-2 and BMP-2 consist of a combination of average grass, closely clipped sod and shrubs and bushes = (0.04+0.08)/2 = 0.06. SM-E consists of shrubs and bushes = 0.08. D:0.025 in/hr D:9 in D:0.30 Initial DeficitConductivity: POC-2 PRE-DEVELOPMENT POST-PROJECT Suction Head: J:\ACTIVE JOBS\3657 RINCON OCEAN VIEW POINT\CIVIL\REPORTS\SWQMP\SWMM\3657_SWMM_Input OPT2_POC-2.xlsx POC-2 Peak Flow Frequency Summary Return Period Pre-project Qpeak (cfs) Post-project - Mitigated Q (cfs) LF = 0.1xQ2 0.048 0.006 2-year 0.477 0.056 Permavoid Layer 0.609 0.075 10-year 0.781 0.633 J:\ACTIVE JOBS\3657 RINCON OCEAN VIEW POINT\CIVIL\REPORTS\SWQMP\SWMM\3657 SWMM_PostProcessing OPT2_POC-2.xlsx 0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0.800 0.900 1.000 0 1 2 3 4 5 6 7 8 9 10 Pe a k F l o w i n c f s Return Period in Years POC-2 Peak Flow Frequency Curves Pre-project Qpeak Post-project Mitigated Qpeak ~o, -..... .... ~ ..... -~ ..... -~--.r tr-1 --~ ... --I i /' ,.r-loof - j l I I I I/ --6~ ... -I -0-V --~ ~I/ ., -Ir-d~ y I/ , ---l/ ~ r{ ,~ ,, ~' . . IA -A . --.. ;-I ... I -. - I I I I I I I I Low-flow Threshold:10%POC-2 0.1xQ2 (Pre):0.048 cfs Q10 (Pre):0.781 cfs Ordinate #:100 Incremental Q (Pre):0.00733 cfs Total Hourly Data:497370 hours The proposed BMP:PASSED Permavoid Layer Pre-project Flow (cfs)Pre-project Hours Pre-project % Time Exceeding Post-project % Time Exceeding Percentage Pass/Fail 0 0.048 941 1.89E-03 925 1.86E-03 98%Pass 1 0.055 847 1.70E-03 481 9.67E-04 57%Pass 2 0.062 767 1.54E-03 66 1.33E-04 9%Pass 3 0.070 723 1.45E-03 25 5.03E-05 3%Pass 4 0.077 682 1.37E-03 18 3.62E-05 3%Pass 5 0.084 641 1.29E-03 15 3.02E-05 2%Pass 6 0.092 607 1.22E-03 15 3.02E-05 2%Pass 7 0.099 578 1.16E-03 15 3.02E-05 3%Pass 8 0.106 537 1.08E-03 15 3.02E-05 3%Pass 9 0.114 505 1.02E-03 15 3.02E-05 3%Pass 10 0.121 469 9.43E-04 15 3.02E-05 3%Pass 11 0.128 436 8.77E-04 15 3.02E-05 3%Pass 12 0.136 401 8.06E-04 15 3.02E-05 4%Pass 13 0.143 372 7.48E-04 12 2.41E-05 3%Pass 14 0.150 336 6.76E-04 12 2.41E-05 4%Pass 15 0.158 313 6.29E-04 12 2.41E-05 4%Pass 16 0.165 302 6.07E-04 11 2.21E-05 4%Pass 17 0.172 295 5.93E-04 10 2.01E-05 3%Pass 18 0.180 282 5.67E-04 10 2.01E-05 4%Pass 19 0.187 261 5.25E-04 10 2.01E-05 4%Pass 20 0.194 246 4.95E-04 10 2.01E-05 4%Pass 21 0.202 233 4.68E-04 10 2.01E-05 4%Pass 22 0.209 221 4.44E-04 10 2.01E-05 5%Pass 23 0.216 204 4.10E-04 10 2.01E-05 5%Pass 24 0.224 190 3.82E-04 10 2.01E-05 5%Pass 25 0.231 167 3.36E-04 10 2.01E-05 6%Pass 26 0.238 155 3.12E-04 10 2.01E-05 6%Pass 27 0.246 142 2.86E-04 10 2.01E-05 7%Pass 28 0.253 132 2.65E-04 10 2.01E-05 8%Pass 29 0.260 128 2.57E-04 10 2.01E-05 8%Pass 30 0.268 124 2.49E-04 10 2.01E-05 8%Pass 31 0.275 120 2.41E-04 10 2.01E-05 8%Pass 32 0.282 116 2.33E-04 10 2.01E-05 9%Pass 33 0.290 110 2.21E-04 10 2.01E-05 9%Pass 34 0.297 104 2.09E-04 10 2.01E-05 10%Pass 35 0.304 98 1.97E-04 10 2.01E-05 10%Pass 36 0.312 89 1.79E-04 10 2.01E-05 11%Pass 37 0.319 83 1.67E-04 10 2.01E-05 12%Pass 38 0.326 76 1.53E-04 10 2.01E-05 13%Pass 39 0.334 71 1.43E-04 10 2.01E-05 14%Pass 40 0.341 67 1.35E-04 10 2.01E-05 15%Pass 41 0.348 65 1.31E-04 10 2.01E-05 15%Pass 42 0.356 64 1.29E-04 10 2.01E-05 16%Pass 43 0.363 62 1.25E-04 10 2.01E-05 16%Pass 44 0.370 59 1.19E-04 9 1.81E-05 15%Pass 45 0.378 53 1.07E-04 9 1.81E-05 17%Pass 46 0.385 51 1.03E-04 9 1.81E-05 18%Pass 47 0.392 48 9.65E-05 8 1.61E-05 17%Pass 48 0.400 46 9.25E-05 8 1.61E-05 17%Pass 49 0.407 44 8.85E-05 8 1.61E-05 18%Pass 50 0.414 42 8.44E-05 8 1.61E-05 19%Pass 51 0.422 41 8.24E-05 8 1.61E-05 20%Pass 52 0.429 41 8.24E-05 8 1.61E-05 20%Pass 53 0.436 41 8.24E-05 8 1.61E-05 20%Pass 54 0.444 39 7.84E-05 8 1.61E-05 21%Pass II II Permavoid Layer Pre-project Flow (cfs)Pre-project Hours Pre-project % Time Exceeding Post-project % Time Exceeding Percentage Pass/Fail 55 0.451 37 7.44E-05 8 1.61E-05 22%Pass 56 0.458 37 7.44E-05 8 1.61E-05 22%Pass 57 0.466 37 7.44E-05 8 1.61E-05 22%Pass 58 0.473 33 6.63E-05 8 1.61E-05 24%Pass 59 0.480 32 6.43E-05 8 1.61E-05 25%Pass 60 0.488 30 6.03E-05 8 1.61E-05 27%Pass 61 0.495 29 5.83E-05 8 1.61E-05 28%Pass 62 0.502 26 5.23E-05 8 1.61E-05 31%Pass 63 0.510 22 4.42E-05 8 1.61E-05 36%Pass 64 0.517 22 4.42E-05 8 1.61E-05 36%Pass 65 0.524 21 4.22E-05 8 1.61E-05 38%Pass 66 0.532 21 4.22E-05 8 1.61E-05 38%Pass 67 0.539 21 4.22E-05 8 1.61E-05 38%Pass 68 0.546 21 4.22E-05 8 1.61E-05 38%Pass 69 0.554 21 4.22E-05 7 1.41E-05 33%Pass 70 0.561 21 4.22E-05 7 1.41E-05 33%Pass 71 0.568 20 4.02E-05 7 1.41E-05 35%Pass 72 0.576 20 4.02E-05 7 1.41E-05 35%Pass 73 0.583 16 3.22E-05 7 1.41E-05 44%Pass 74 0.590 15 3.02E-05 7 1.41E-05 47%Pass 75 0.598 13 2.61E-05 7 1.41E-05 54%Pass 76 0.605 12 2.41E-05 7 1.41E-05 58%Pass 77 0.612 9 1.81E-05 7 1.41E-05 78%Pass 78 0.620 9 1.81E-05 7 1.41E-05 78%Pass 79 0.627 9 1.81E-05 7 1.41E-05 78%Pass 80 0.634 9 1.81E-05 6 1.21E-05 67%Pass 81 0.642 9 1.81E-05 6 1.21E-05 67%Pass 82 0.649 8 1.61E-05 5 1.01E-05 63%Pass 83 0.656 8 1.61E-05 5 1.01E-05 63%Pass 84 0.664 7 1.41E-05 5 1.01E-05 71%Pass 85 0.671 7 1.41E-05 5 1.01E-05 71%Pass 86 0.678 6 1.21E-05 5 1.01E-05 83%Pass 87 0.686 6 1.21E-05 5 1.01E-05 83%Pass 88 0.693 6 1.21E-05 5 1.01E-05 83%Pass 89 0.700 6 1.21E-05 5 1.01E-05 83%Pass 90 0.708 6 1.21E-05 5 1.01E-05 83%Pass 91 0.715 6 1.21E-05 5 1.01E-05 83%Pass 92 0.722 6 1.21E-05 5 1.01E-05 83%Pass 93 0.730 6 1.21E-05 5 1.01E-05 83%Pass 94 0.737 6 1.21E-05 5 1.01E-05 83%Pass 95 0.744 6 1.21E-05 4 8.04E-06 67%Pass 96 0.752 6 1.21E-05 4 8.04E-06 67%Pass 97 0.759 6 1.21E-05 4 8.04E-06 67%Pass 98 0.766 6 1.21E-05 4 8.04E-06 67%Pass 99 0.774 6 1.21E-05 4 8.04E-06 67%Pass 100 0.781 5 1.01E-05 4 8.04E-06 80%Pass 0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0.800 0.900 1.0E-06 1.0E-05 1.0E-04 1.0E-03 1.0E-02 Fl o w ( c f s ) % Time Exceeding POC-2 Flow Duration Curve [Pre vs. Post (Mitigated)] Pre-project Q Post-project (Mitigated) Q !LI :a.. I I ~ I -,~ L_ I ~'i!i ql.1 ~ --1:r- 6 N ' fh-i ::rn.. ~ ~ !tiR le c ..._ IL.. I '--. I -I ,- I I I I I I I I I ~ I POC-2 BMP-2 PARAMETER ABBREV. Ponding Depth PD 17.0 in Bioretention Soil Layer S 24 in Permavoid Layer G 81 in 10.2 ft 122 in Orifice Coefficient cg 0.6 -- Low Flow Orifice Diameter D 0.85 in Drain exponent n 0.5 -- Flow Rate (volumetric)Q 0.060 cfs Ponding Depth Surface Area APD 3650 ft2 AS, AG 3650 ft2 AS, AG 0.0838 ac Porosity of Bioretention Soil n 0.40 - Flow Rate (per unit area)q 1.787 in/hr Effective Ponding Depth PDeff 17.00 in Flow Coefficient C 0.0653 -- Bio-Retention Cell LID BMP Bioretention Surface Area TOTAL SWMM Model Flow Coefficient Calculation and Effective Ponding Depth Calculation Volume Drawdown Calculation: BMP-2 Project Name Ocean View Point Project No 3657 Date 3/29/2023 Surface Drawdown Time: 25.15 hrs Surface Area 3650 sq ft Note: Drawdown time is calculated assuming an initial water surface depth equal to the invert of the lowest surface discharge opening in the outlet structure. Underdrain Orifice Diameter: 0.85 in C:0.6 Surface Ponding:1.417 ft Amended Soil Depth: 2 ft Storage Depth: 6.5 ft Surface Depth (ft)Volume (cf)Qorifice (cfs)∆T (hr)Total Time (hr) 1.417 5183.00 0.059 0.000 0.0 0 0.00 0.055 25.151 25.15 Manning’s n Values for Overland Flow1 The BMP Design Manuals within the County of San Diego allow for a land surface description other than short prairie grass to be used for hydromodification BMP design only if documentation provided is consistent with Table A.6 of the SWMM 5 User’s Manual. In January 2016, the EPA released the SWMM Reference Manual Volume I – Hydrology (SWMM Hydrology Reference Manual). The SWMM Hydrology Reference Manual complements the SWMM 5 User’s Manual by providing an in-depth description of the program’s hydrologic components. Table 3-5 of the SWMM Hydrology Reference Manual expounds upon Table A.6 of the SWMM 5 User’s Manual by providing Manning’s n values for additional overland flow surfaces. Therefore, in order to provide SWMM users with a wider range of land surfaces suitable for local application and to provide Copermittees with confidence in the design parameters, we recommend using the values published by Yen and Chow in Table 3-5 of the EPA SWMM Reference Manual Volume I – Hydrology. The values are provided in the table below: Overland Surface Manning value (n) Smooth asphalt pavement 0.010 Smooth impervious surface 0.011 Tar and sand pavement 0.012 Concrete pavement 0.014 Rough impervious surface 0.015 Smooth bare packed soil 0.017 Moderate bare packed soil 0.025 Rough bare packed soil 0.032 Gravel soil 0.025 Mowed poor grass 0.030 Average grass, closely clipped sod 0.040 Pasture 0.040 Timberland 0.060 Dense grass 0.060 Shrubs and bushes 0.080 Land Use Business 0.014 Semibusiness 0.022 Industrial 0.020 Dense residential 0.025 Suburban residential 0.030 Parks and lawns 0.040 1Content summarized from Improving Accuracy in Continuous Simulation Modeling: Guidance for Selecting Pervious Overland Flow Manning’s n Values in the San Diego Region (TRWE, 2016). TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES WATERSHED, FLOODPLAIN e? STORM WATER MANAGEMENT · RIVER RESTORATION· FLOOD FACILITIES DESIGN· SEDIMENT e? EROSION 122 CIVIC CENTER DRIVE, SUITE 206, VISTA CA 92084 • 760-414-9212 • TRWENGINEERING.COM Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors G-5 February 2016 Figure G.1-2: California Irrigation Management Information System "Reference Evapotranspiration Zones" SAN BERNARDINO t 9 117/ R 17 V E R S D I E G 0 16 D E 16 M P E R 18 ELCENTRD t 18 A L Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors G-6 February 2016 Table G.1-1: Monthly Average Reference Evapotranspiration by ETo Zone (inches/month and inches/day) for use in SWMM Models for Hydromodification Management Studies in San Diego County CIMIS Zones 1, 4, 6, 9, and 16 (See CIMIS ETo Zone Map) January February March April May June July August September October November December Zone in/month in/month in/month in/month in/month in/month in/month in/month in/month in/month in/month in/month 1 0.93 1.4 2.48 3.3 4.03 4.5 4.65 4.03 3.3 2.48 1.2 0.62 4 1.86 2.24 3.41 4.5 5.27 5.7 5.89 5.58 4.5 3.41 2.4 1.86 6 1.86 2.24 3.41 4.8 5.58 6.3 6.51 6.2 4.8 3.72 2.4 1.86 9 2.17 2.8 4.03 5.1 5.89 6.6 7.44 6.82 5.7 4.03 2.7 1.86 16 1.55 2.52 4.03 5.7 7.75 8.7 9.3 8.37 6.3 4.34 2.4 1.55 January February March April May June July August September October November December Days 31 28 31 30 31 30 31 31 30 31 30 31 Zone in/day in/day in/day in/day in/day in/day in/day in/day in/day in/day in/day in/day 1 0.030 0.050 0.080 0.110 0.130 0.150 0.150 0.130 0.110 0.080 0.040 0.020 4 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 0.110 0.080 0.060 6 0.060 0.080 0.110 0.160 0.180 0.210 0.210 0.200 0.160 0.120 0.080 0.060 9 0.070 0.100 0.130 0.170 0.190 0.220 0.240 0.220 0.190 0.130 0.090 0.060 16 0.050 0.090 0.130 0.190 0.250 0.290 0.300 0.270 0.210 0.140 0.080 0.050 I I UPDATED GEOTECHNICAL Evaluation Oceanview Project South End of Twain Avenue CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA PREPARED FOR Rincon Homes 5315 Avenida Encinas, Suite 200 Carlsbad, California 92008 PREPARED BY GEOTEK, INC. 1384 POINSETTIA AVENUE, SUITE A VISTA, CALIFORNIA 92081 PROJECT NO. 3738-SD MARCH 14, 2022 GEOTEK GEOTECHNICAL | ENVIRONMENTAL | MATERIALS November 2, 2021 Revised March 14, 2022 Project No. 3738-SD Rincon Homes 5315 Avenida Encinas, Suite 200 Carlsbad, California 92008 Attention: Mr. Cameron St. Clair Subject: Updated Geotechnical Evaluation Proposed Oceanview Project Twain Avenue Carlsbad, San Diego County, California Dear Mr. St. Clair: GeoTek, Inc. (GeoTek) is pleased to provide the results of this updated geotechnical evaluation for the subject project. This report presents a revision based on City Review Comments of GeoTek’s recent site visit and review of the project geotechnical documents (Heatherington, 2021) and provides updated preliminary geotechnical recommendations for earthwork, foundation design, and construction. Based upon review, site development appears feasible from a geotechnical viewpoint provided that the recommendations included herein are incorporated into the design and construction phases of site development. The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to call GeoTek. Respectfully submitted, GeoTek, Inc. Christopher D. Livesey CEG 2733, Exp. 05/31/23 Associate Vice President Bruce A. Hick GE 2284, Exp. 12/31/22 Geotechnical Engineer Distribution: (1) Addressee GeoTek, Inc. 1384 Poinsettia Avenue, Suite A Vista, CA 92081-8505 (760) 599-0509 Office (760) 599-0593 Fa www.geotekusa.com RINCON HOMES Project No. 3738-SD Updated Geotechnical Evaluation March 14, 2022 Oceanview Project, Carlsbad, California Page i TABLE OF CONTENTS 1. PURPOSE AND SCOPE OF SERVICES ................................................................................................. 1 2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT ............................................................... 1 2.1 Site Description ................................................................................................................................ 1 2.2 Proposed Development ..................................................................................................................... 1 3. FIELD EXPLORATION AND LABORATORY TESTING ................................................................. 2 3.1 Review of Prior Geotechnical Documents ........................................................................................... 2 3.2 Field Exploration ............................................................................................................................... 2 3.3 Laboratory Testing ............................................................................................................................ 3 4. GEOLOGIC AND SOILS CONDITIONS ............................................................................................... 3 4.1 Regional Setting ................................................................................................................................ 3 4.2 EARTH MATERIALS ......................................................................................................................... 4 Quaternary Old Paralic Deposits (Map Symbol Qop) .......................................................................... 4 Tertiary Santiago Formation (Map Symbol Tsa) ................................................................................. 4 4.3 Slope Stability ................................................................................................................................... 5 4.4 SURFACE WATER AND GROUNDWATER ........................................................................................ 5 Surface Water .................................................................................................................................. 5 Groundwater .................................................................................................................................... 5 4.5 EARTHQUAKE HAZARDS ................................................................................................................ 5 Surface Fault Rupture ....................................................................................................................... 5 Liquefaction/Seismic Settlement......................................................................................................... 6 Other Seismic Hazards ..................................................................................................................... 6 5. CONCLUSIONS AND RECOMMENDATIONS .................................................................................. 6 5.1 General ............................................................................................................................................ 6 5.2 EARTHWORK CONSIDERATIONS ................................................................................................... 6 General ............................................................................................................................................ 6 Site Clearing and Preparation ............................................................................................................ 7 Remedial Grading ............................................................................................................................. 7 Engineered Fill .................................................................................................................................. 7 Slope Construction ............................................................................................................................ 8 Excavation Characteristics ................................................................................................................. 8 Shrinkage and Bulking ...................................................................................................................... 9 Trench Excavations and Backfill ........................................................................................................ 9 5.3 DESIGN RECOMMENDATIONS ....................................................................................................... 9 Stormwater Infiltration ...................................................................................................................... 9 Foundation Design Criteria .............................................................................................................. 11 Under Slab Moisture Membrane ..................................................................................................... 13 Miscellaneous Foundation Recommendations ................................................................................... 14 Foundation Setbacks ....................................................................................................................... 14 Seismic Design Parameters ............................................................................................................. 15 Soil Sulfate Content ........................................................................................................................ 15 General Concrete Flatwork .............................................................................................................. 16 Preliminary Pavement Design .......................................................................................................... 16 5.4 RETAINING WALL DESIGN AND CONSTRUCTION ........................................................................ 17 General Design Criteria ................................................................................................................... 17 Restrained Retaining Walls ............................................................................................................. 17 4.2.l 4.2.2 4.4.I 4.4..1 4.5.I 4.5,2 4,5.3 5.2.i 5.2.2 5.23 5 . .2.4 S.2.5 5.2.6 5.2.7 5..2,8 5.3.! 5.3.2 5.3.3 .S.3.4 .Ll.5 53.6 53.7 5.3.B S.3.9 5.4.l 5.4.2 GEOTEK RINCON HOMES Project No. 3738-SD Updated Geotechnical Evaluation March 14, 2022 Oceanview Project, Carlsbad, California Page ii TABLE OF CONTENTS Seismic Earth Pressures on Retaining Walls ..................................................................................... 18 Wall Backfill and Drainage ............................................................................................................. 18 5.5 POST CONSTRUCTION CONSIDERATIONS ................................................................................... 19 Landscape Maintenance and Planting .............................................................................................. 19 Drainage ........................................................................................................................................ 20 5.6 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS ................................................................. 20 6. LIMITATIONS ............................................................................................................................................ 21 7. SELECTED REFERENCES ....................................................................................................................... 22 ENCLOSURES Figure 1 – Site Location Map Figure 2 – Geotechnical Map Figure 3-6 – Geotechnical Cross Sections AA, BB, & CC Appendix A – Exploratory Boring Logs (GeoTek, Inc.) Appendix B – Exploratory Boring Logs (CWE) Appendix C – Results of Laboratory Testing Appendix D – Hydrological Classification Appendix E – Slope Stability Outputs Appendix F – General Earthwork Grading Guidelines 5A,3 5.4.4 GEOTEK RINCON HOMES Project No. 3738-SD Updated Geotechnical Evaluation March 14, 2022 Oceanview Project, Carlsbad, California Page 1 1. PURPOSE AND SCOPE OF SERVICES The purpose of this study was to evaluate the geotechnical conditions of the proposed site improvements. Services provided for this study included the following: Research and review of available geologic and geotechnical data, and general information pertinent to the site. Performing a site visit and the excavation of six (6) exploratory borings onsite. Review and evaluation of site seismicity, and Compilation of this geotechnical report which presents GeoTek’s findings of pertinent site geotechnical conditions and geotechnical recommendations for site development. 2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT 2.1 Site Description The property is located south of the southern cul-de-sac of Twain Avenue, in the City of Carlsbad, California. The property is currently unimproved land and consists of an irregularly shaped parcel that comprises approximately 16.5 acres. However, of that area, approximately 5 acres is proposed to be improved and referenced herein as the “site.” Topography of the site generally consists of a hillside setting with slopes descending to the east, south and west. An existing residential development to the north ascends westerly to the site with the knoll of the hill located in the northern portion of the site. Topographic elevations range from approximately 325 feet in the north to 272 feet in the south-southwest. Estimated gradients of the slopes range from 2:1 (horizontal:vertical) to 3:1, however flatter and more steep gradients probably exist. A Site Location Map is presented as Figure 1. 2.2 Proposed Development In 2018, the site was previously evaluated by Christian Wheeler Engineering (CWE) based on a proposed five lot subdivision. Based on updated design plans prepared by Pasco, Laret, and Suiter (PLSA), a thirteen lot subdivision is now proposed. The project is proposed to be developed with one to two story, wood framed and stucco finished, slab-on-grade, single-family GEOTEK RINCON HOMES Project No. 3738-SD Updated Geotechnical Evaluation March 14, 2022 Oceanview Project, Carlsbad, California Page 2 style residential homes. For the purposes of this report, it is assumed maximum column and wall loads of about 50 kips and 2.5 kips per foot, respectively. If actual loads are known to exceed these assumptions, GeoTek should be notified to determine if modifications to the recommendations presented in this report are warranted. Additional improvements include but are not limited to a stormwater quality basin, an interior street (extension of Twain Avenue), backbone underground utilities, concrete flatwork, and landscaping. As site planning progresses and additional or revised plans become available, they should be provided to GeoTek for review and comment. If plans vary significantly, additional geotechnical field exploration, laboratory testing, and engineering analyses may be necessary to provide specific earthwork recommendations and geotechnical design parameters for actual site development plans. 3. FIELD EXPLORATION AND LABORATORY TESTING 3.1 Review of Prior Geotechnical Documents To aid in the preparation of this report, GeoTek was provided with a previous geotechnical report prepared by Christian Wheeler Engineering (CWE, 2018). Select data from this report are referenced throughout this update report. 3.2 Field Exploration Geotek performed a site visit to evaluate the current site conditions and compare the conditions of those presented by CWE. This site visit was performed on September 28, 2021 and included traversing the site improvement area and recording surficial observations. Outcroppings of Old Paralic deposits were observed in the northern portion of the site and weathered claystone of the Santiago formation was observed in the southern (lower topographic elevations) portion of the site. Six (6) exploratory manual augers were performed to evaluate the thickness of soil profiles presented by CWE. The approximate locations are presented on Figure 2. The manual augers were chosen, as the tool is operated directly by manual labor (not powered by a motor which would provide a force multiplier). The intent was to review the soil profile thickness, as the manual augur does not have the ability to readily advance into bedrock. A geologist from GeoTek visually logged the boring excavations. Approximate locations of exploration locations are presented on the Geotechnical Map, Figure 2. A description of materials encountered in the borings are presented on test pit logs in Appendix A. GEOTEK RINCON HOMES Project No. 3738-SD Updated Geotechnical Evaluation March 14, 2022 Oceanview Project, Carlsbad, California Page 3 3.3 Laboratory Testing Laboratory testing was performed by CWE on bulk soil samples collected during their field explorations. A summary of results of the laboratory testing program are included in Appendix C. Lab testing identified in CWE’s report did not identify test methods. However, in their report they make a professional statement: “In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality.” Heatherington 2018) Based on this statement and that the report is signed by a professional engineer and engineering geologist. The level of care is to perform laboratory testing in accordance to ASTM procedures and GeoTek considers the tests to be performed by ASTM procedures. Three samples from the manual auger explorations, were delivered to GeoTek’s subconsultant to evaluate soluble sulfate content of the on site materials. Results are presented in Appendix C. Please note the sampling nomenclature was unintendedly changed from the boring location to the sample identification number, thus SB-1 is the same as boring location HA-1 and SB-2 is the same boring location as HA-2. 4. GEOLOGIC AND SOILS CONDITIONS 4.1 Regional Setting The subject property is located in the Peninsular Ranges geomorphic province. The Peninsular Ranges province is one of the largest geomorphic units in western North America. Basically, it extends roughly 975 miles from the north and northeasterly adjacent the Transverse Ranges geomorphic province to the peninsula of Baja California. This province varies in width from about 30 to 100 miles. It is bounded on the west by the Pacific Ocean, on the south by the Gulf of California and on the east by the Colorado Desert Province. The Peninsular Ranges are essentially a series of northwest-southeast oriented fault blocks. Several major fault zones are found in this province. The Elsinore Fault zone and the San Jacinto Fault zones trend northwest-southeast and are found in the near the middle of the province. The San Andreas Fault zone borders the northeasterly margin of the province. The Newport- Inglewood-Rose Canyon Fault zone meanders the southwest margin of the province. No faults are shown in the immediate site vicinity on the map reviewed for the area. GEOTEK RINCON HOMES Project No. 3738-SD Updated Geotechnical Evaluation March 14, 2022 Oceanview Project, Carlsbad, California Page 4 4.2 EARTH MATERIALS A brief description of the earth materials encountered during the current subsurface exploration is presented in the following sections. CWE noted that the site was mantled by Topsoil in the upper 12 inches overlying a subsoil between 12 and 24 inches. There was also noted to be localized slopewash deposits. All near surface soils and slopewash was underlain by Terrace Deposits (Old Paralic Deposits) and at depth, Santiago Formation. However, based on the site visit and evaluation, the site exposes weathered Old Paralic Deposits and Santiago Formation at the surface. The slopewash noted by CWE was not observed, however, the slopewash noted is in actuality a clay cap from the weathered Santiago Formation, which was observed to be dark brown. This lithographic interpretation is also based on CWE’s test pit logs that note Santiago Formation underlying the slopewash. Based on review of published geologic maps, GeoTek’s site visit and interpretation of CWE’s geotechnical logs, the subject site is locally underlain by Old Paralic Deposits (Qop) and Santiago Formation (Tsa). Quaternary Old Paralic Deposits (Map Symbol Qop) Old Paralic Deposits were observed on site in all borings with exception to HA-3. CWE also noted Old Paralic Deposits in explorations TP-1, TP-3, TP-4 and TP-8 and TP-9. GeoTek’s explorations consisted of weathered silty sands, light brown, damp and loose. Deeper explorations by CWE noted clayey sand(stone) that was medium brown, fine to coarse grained, and medium dense to dense. Old Paralic Deposits were found and interpreted to be at the surface and to depths explored of 8 feet. In test pit TP-9, the Old Paralic Deposits were found to be 3.5 feet and overlying the Santiago Formation. Tertiary Santiago Formation (Map Symbol Tsa) The Santiago Formation was observed on site and in boring HA-3. CWE also noted Santiago Formation in explorations TP-2, TP-5, TP-6 and TP-7. As encountered in GeoTek’s exploration, HA-3, the weathered Santiago Formation consisted of dark brown, firm, clayey sand. Deeper exploration by CWE noted the Santiago Formation was dense, light brown to light olive brown, sandy clay. It should be noted that the upper weathered zone of the Santiago Formation was noted to be dark brown sandy clay. The Santiago Formation were found and interpreted to be at the surface and to depths explored of 15 feet. Geologic structure was not noted in the test pits. Based on the regional geologic map the Santiago Formation is striking approximately north 5-10* to the east, dipping 5* to the west. 4.2.1 4.2.2 GEOTEK RINCON HOMES Project No. 3738-SD Updated Geotechnical Evaluation March 14, 2022 Oceanview Project, Carlsbad, California Page 5 4.3 Slope Stability The proposed slopes were analyzed for gross stability along three sections AA’, BB’ and CC’. The global stability of the temporary backcut for Section CC’ was also analyzed. The surficial slope stability was analyzed for a typical fill slope gradient. Shear strengths were based on engineering judgement and nearby projects within the Santiago Formation. Along section CC’, an offsite, 2-story residence is present. To address offsite improvements, a strip load of 2,500 psf per linear foot was applied to the perimeter footing. Notes of geologic structure in CWE’s test pit logs were absent. The regional geologic map indicates a dip of 5 degrees, which is considered to be relatively flat. Based on the absent of geologic structure, the analysis was performed utilizing isotropic function. The results of the stability analyses indicated factors of safety for a static condition to be 1.5 or greater and for a pseudo-static condition to be 1.1 or greater. For the temporary slope construction, stability indicated a factor of safety greater than 1.25. Outputs summarizing the analysis are presented in Appendix E of this report. 4.4 SURFACE WATER AND GROUNDWATER Surface Water Surface water was not observed during the recent site exploration. If encountered during earthwork construction, surface water on this site is likely the result of precipitation. Overall site area drainage crowns away from the topographic knoll in the north. Provisions for surface drainage will need to be accounted for by the project civil engineer. Groundwater A static groundwater table was not encountered during exploration of the subject site. Based on the anticipated depth of removals, groundwater is not anticipated to be a factor in site development. Localized perched groundwater may be present but is also not anticipated to be a factor in site development. 4.5 EARTHQUAKE HAZARDS Surface Fault Rupture The geologic structure of the entire southern California area is dominated mainly by northwest- trending faults associated with the San Andreas system. The site is in a seismically active region. No active or potentially active fault is known to exist at this site nor is the site situated within an “Alquist-Priolo” Earthquake Fault Zone or a Special Studies Zone (Bryant and Hart, 2007). No faults transecting the site were identified on the readily available geologic maps reviewed. The nearest known active fault is the Newport Inglewood-Rose Canyon fault located about 17 miles to the southwest of the site. 4.4.1 4.4.2 4.5.1 GEOTEK RINCON HOMES Project No. 3738-SD Updated Geotechnical Evaluation March 14, 2022 Oceanview Project, Carlsbad, California Page 6 Liquefaction/Seismic Settlement Liquefaction describes a phenomenon in which cyclic stresses, produced by earthquake-induced ground motion, create excess pore pressures in relatively cohesionless soils. These soils may thereby acquire a high degree of mobility, which can lead to lateral movement, sliding, consolidation and settlement of loose sediments, sand boils and other damaging deformations. This phenomenon occurs only below the water table, but, after liquefaction has developed, the effects can propagate upward into overlying non-saturated soil as excess pore water dissipates. The factors known to influence liquefaction potential include soil type and grain size, relative density, groundwater level, confining pressures, and both intensity and duration of ground shaking. In general, materials that are susceptible to liquefaction are loose, saturated granular soils having low fines content under low confining pressures. The liquefaction potential and seismic settlement potential on this site is considered negligible due to the presence of shallow sedimentary bedrock (Qop and Tsa) and lack of groundwater. Other Seismic Hazards Landslides were not mapped to underly the site. In addition, no adverse geologic structure was observed during the site visit or the test pit logs presented by CWE. The potential for landslide instability is considered to be low. The potential for secondary seismic hazards such as seiche and tsunami is remote due to site elevation and distance from an open body of water. 5. CONCLUSIONS AND RECOMMENDATIONS 5.1 General Development of the site appears feasible from a geotechnical viewpoint provided that the following recommendations are incorporated in the design and construction phases of the development. Offsite improvements were evaluated and the proposed improvements are not anticipated to adversely affect offsite existing improvements. The following sections present general recommendations for currently anticipated site development. 5.2 EARTHWORK CONSIDERATIONS General Earthwork and grading should be performed in accordance with the applicable grading ordinances of the City of Carlsbad, the 2019 (or current) California Building Code (CBC), and recommendations contained in this report. The Grading Guidelines included in Appendix F 4.5.2 4.5.3 5.2.1 GEOTEK RINCON HOMES Project No. 3738-SD Updated Geotechnical Evaluation March 14, 2022 Oceanview Project, Carlsbad, California Page 7 outline general procedures and do not anticipate all site-specific situations. In the event of conflict, the recommendations presented in the text of this report should supersede those contained in Appendix F. Site Clearing and Preparation Site preparation should start with removal of deleterious vegetation. These materials should be disposed of properly off site. Remedial Grading Prior to placement of fill materials and in all structural areas the upper variable, potentially compressible materials should be removed and replaced with engineered fill. Removals include weathered Old Paralic Deposits (Qop) and Santiago Formation (also noted in the CWE report as topsoil, subsoil, slopewash, and Terrace Deposits). Based on the weathering profile of CWE’s logs, the upper three feet of earth material will need to be reprocessed. Locally deeper areas not explicitly explored may exist. The lateral extent of removals should extend to the limits of grading. Competent materials will be determined upon remedial grading and shall consist of Old Paralic Deposits or Santiago Formational material that is visually non-porous, firm to a soil probe, and firm (non-pumping) to a CAT 924 Wheel Loader (fully loaded bucket) or equivalent. The bottom of the removals should be observed by a GeoTek representative prior to processing the bottom for receiving placement of compacted fills. Based on evaluation, site grading is anticipated to result in a cut/fill transition underlying proposed building pads. Whenever a cut/fill slope transition occurs, the cut portion of the pad should be overexcavated a minimum of three feet and replaced with engineered fill. For Lots 7 through 10, the cut portion should be overexcavated a minimum of 5 feet, due to deeper fills required to be placed in these lots to bring existing grades up to proposed grades. In pavement areas, removals should extend at least two feet below finish grade, or one foot below finished subgrade, whichever is lower. Prior to fill placement, the bottom of all removals should be scarified to a minimum depth of six (6) inches, brought to slightly above optimum moisture content, and then compacted to at least 90% of the soil’s maximum dry density as determined by ASTM D1557 test procedures. The resultant voids from remedial grading/over-excavation should be filled with materials placed in general accordance with Section 5.2.4 Engineered Fill of this report. Engineered Fill Onsite materials are generally considered suitable for reuse as engineered fill provided they are free from vegetation, roots, debris, and rock/concrete or hard lumps greater than six (6) inches in maximum dimension. The earthwork contractor should have the proposed excavated 5"2.2 5.2.3 5.2.4 GEOTEK RINCON HOMES Project No. 3738-SD Updated Geotechnical Evaluation March 14, 2022 Oceanview Project, Carlsbad, California Page 8 materials to be used as engineered fill at this project approved by the soils engineer prior to placement. Engineered fill materials should be moisture conditioned to at or above optimum moisture content and compacted in horizontal lifts not exceeding 8 inch in loose thickness to a minimum relative compaction of 90% as determined by ASTM D1557 test procedures. If fill is being placed on slopes steeper than 5:1 (horizontal : vertical), the fill should be properly benched into the existing slopes and a sufficient size keyway shall be constructed in accordance with grading guidelines presented in Appendix C. Slope Construction An engineering geologist should observe all cut slopes. Cut slopes should expose competent bedrock. If adverse structure or incompetent materials are exposed and identified in the cut slopes, stabilization fills may be recommended. Where fill is to be placed against sloping ground with gradients of 5:1 (h:v) or steeper, the sloping ground surface should be benched to remove loose and disturbed surface soil and bedrock and to assure that the new fill is placed in direct contact with competent bedrock, and to provide horizontal surfaces for fill placement. A keyway should be constructed at the toe of the fill slope areas into dense natural material and in accordance with Plate G-3, Appendix D. The base of the keyways and benches should be sloped back into the hillside at a gradient of at least two percent. The base of the benches should be evaluated by a representative of GeoTek prior to processing. Upon approval, the exposed materials should be moistened to at least the optimum moisture content and densified to a relative compaction of at least 90 percent (ASTM D1557). Details showing slope construction are presented in Appendix D. Fill slopes should be overfilled during construction and then cut back to expose fully compacted soil. A suitable alternative would be to compact the slopes during construction and then roll the final slope to provide a dense, erosion resistant surface. Backdrains should be installed in the keyways in accordance with the recommendations outlined in Appendix F. Excavation Characteristics Excavations in the onsite materials can generally be accomplished with heavy-duty earthmoving or excavating equipment in good operating condition. 5.2.5 5.2.6 GEOTEK RINCON HOMES Project No. 3738-SD Updated Geotechnical Evaluation March 14, 2022 Oceanview Project, Carlsbad, California Page 9 Shrinkage and Bulking Several factors will impact earthwork balancing on the site, including bedrock bulking, undocumented fill and colluvium shrinkage, trench spoil from utilities and footing excavations, as well as the accuracy of topography. Shrinkage and bulking are largely dependent upon the degree of compactive effort achieved during construction. Shrinkage of 5 percent may be applied to the upper 1 to 2 feet of the existing surface. A bulking of 5 percent may be applied to material excavated in the upper 2 to 7 feet and 10 percent for material deeper than 7 feet below existing grades. Subsidence should not be a factor on the subject site if removals are completed as recommended. Trench Excavations and Backfill Temporary excavations within the onsite materials should be stable at 1:1 inclinations for short durations during construction, and where cuts do not exceed 10 feet in height. Temporary cuts to a maximum height of 4 feet can be excavated vertically. Trench excavations should conform to Cal-OSHA regulations. The contractor should have a competent person, per OSHA requirements, on site during construction to observe conditions and to make the appropriate recommendations. Utility trench backfill should be compacted to at least 90% relative compaction of the maximum dry density as determined by ASTM D1557 test procedures. Under-slab trenches should also be compacted to project specifications. Onsite materials may not be suitable for use as bedding material but should be suitable as backfill provided particles larger than 6± inches are removed. Compaction should be achieved with a mechanical compaction device. Ponding or jetting of trench backfill is not recommended. If backfill soils have dried out, they should be thoroughly moisture conditioned prior to placement in trenches. 5.3 DESIGN RECOMMENDATIONS Stormwater Infiltration Many factors control infiltration of surface waters into the subsurface, such as consistency of native soils and bedrock, geologic structure, fill consistency, material density differences, and existing groundwater conditions. Current site plans indicate one, centrally located, proposed stormwater quality basin which is shown on Figure 2. 5.2.7 5.2.8 5.3.1 GEOTEK RINCON HOMES Project No. 3738-SD Updated Geotechnical Evaluation March 14, 2022 Oceanview Project, Carlsbad, California Page 10 A review of the site conditions and proposed development was performed in general accordance to the City of Carlsbad BMP design manual. The scope of stormwater evaluation was performed to identify infiltration characteristics. A review of the site based on the USDA NRCS indicated the site was classified as a hydrological Group B. Based on the site specific evaluation, a professional opinion was concluded that the site is a hydrological Group D. A copy of this letter is provided in Appendix D. As required by the City of Carlsbad BMP design manual, the following bullet points describe required considerations and some optional considerations. 5.3.1a. Based on a review of www.geotracker.com, environmental impacted sites are not reported within 100 feet of the site. 5.3.1b. Based on a review of Geotracker.com and a reconnaissance of the properties surrounding the site, which were found to be residential, there was not an industrial active building that may pose a lack of source control within 100 feet of the site. 5.3.1c. Based on the surrounding existing development and the understanding that the proposed project will be supported by a municipal sanitation system, the BMP is not located within 50 feet of septic tanks or leach fields. 5.3.1d. Based on a review of the proposed improvements, the BMP is designed within 10 feet of structural retaining walls. 5.3.1e. Based on a review of the proposed improvements, the BMP is designed within 10 feet of sewer utilities. 5.3.1f. Based on a review of the geologic information for the site and the site specific evaluation that identified shallow dense bedrock within two feet of the surface. Also, the proposed BMP is designed within a cut portion of the project that will expose dense bedrock. Infiltration of surface waters will develop a shallow perched groundwater condition within 10 feet of the BMP. 5.3.1g. Based on a review of the topography of the site, hydric soils are not prone to exist. However, based on the shallow bedrock of the site and in low gradient proposed areas, hydric soils have the potential to develop due to infiltration of surface waters. 5.3.1h. Based on the shallow bedrock, hazards due to liquefiable soils is considered to be low. 5.3.1i. Based on the proposed design, the BMP is located within 1.5 times the height of an adjacent steep slope. 5.3.1j. Based on the site specific study and conclusion, the site is within a predominantly type D soil. GEOTEK RINCON HOMES Project No. 3738-SD Updated Geotechnical Evaluation March 14, 2022 Oceanview Project, Carlsbad, California Page 11 In addition to the above considerations, concentrated infiltration of surface waters in a hillside development is prone to destabilize earthen improvements. Therefore, based on outline numbers 5.3.1d, e, f, I and j, the DMA’s for the site are classified as restricted for infiltration. As the DMAs are considered to be restricted design infiltration rates are not considered necessary. Based on the restricted category of the DMA, the proposed basin should be designed for filtration and all sides, including the bottom, should be designed with an impermeable liner to mitigate the potential for groundwater to develop and impact the proposed design improvements. Foundation Design Criteria Preliminary foundation design criteria, in general conformance with the 2019 CBC, are presented herein. These are typical design criteria and are not intended to supersede the design by the structural engineer. Table D.1-1: Considctaii:ons io~ G~oi:cdm.ical Analysis of Infiltration lilc,gtrictions oma:: o~ntrol No No No itbl□ IO' of Srructurc~/'Tanks/Wa& Yes Yes No No l>I~ Soil.5 :ind has CQrulc:ctiviily to iru.ctw:-cs No ilhi.n 1.-5 Times the Hcigb;t of AdjnQi::□t ti:ep Sk,,pe& {::::25¾} Yes id'.liin Pttdomi.oa.nd 'Ifpc I) oil Yes ng o, Ptupo~ed) BMP ill wilhi'fl 1ff t;,( n,forgrn!loo U tilities Yes DMT> ~ wimi:□ 250' of phcmc:ruJ Stream Otnu (Provide dcrn.lkd georeclmkal support) H:t~ on..cr.unln:1cion of chc: b~t •. wil:ihk: 1n6 tm:uion, □ I hi v not idi!ntilied an.y reauioot1n11. !ilnr,· lffl!Slticted 'llilnbl.r.: inf" r1r111ti in, Ill I have ldentiffed <)fie or-mQN mn;lcHg11obu,•i:e, Be meted fandno111 Corisiclemtions :irncl Opti nal Consklemtlons. Millnclt\to 5.3.2 GEOTEK Rincon Homes Ocean View Carlsbad, California 1384 Poinsettia Avenue, Suite A Vista, California 92081 Figure 1 Site Location Map N Not to Scale Imagery from US Forestry Service, 2021 Approximate Site Location PN: 3738-SD DATE: March 2022 /. E] C GEOTEK HA-1HA-2 HA-3 HA-4 & HA-5 HA-6 Approximate Location of Hand Auger Boring HA-6 LEGEND Approximate Limits of Study 1384 Poinsettia Avenue, Suite A Vista, California 92081 Figure 2 Geotechnical Map Rincon Homes 2090 Twain Avenue Carlsbad, California PN: 3738-SD DATE: October 2021 0 50 100 Scale: 1" = 50' 20 Plan adapted from "Web Soil Survey" by Natural Resources Conservation Service N ~ ---- - -♦ GEOTEK 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: 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: 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) How to access the structural BMP(s) to inspect and perform maintenance 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 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.) Recommended equipment to perform maintenance When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management APPENDIX 3a BMP MAINTENANCE THRESHOLDS BMP DESCRIPTION BMP 1 (BF-1) STORM WATER MANAGEMENT AND DISCHARGE CONTROL MAINTENANCE AGREEMENT APPROVAL NO: 8/0FILTRA TTON (2,500 SF) O&M RESPONSIBLE PARTY DESIGNff: OCEAN VIEW POINT HOA POST-CONSTRUCTION PERMANENT BMP OPERATION & MAINTENANCE PROCEDURE DETAILS MAINTENANCE INDICATORS ACCUMULATION OF SEDIMENT, LITTER, OR DEBRIS POOR VEGETATION ESTABLISHMENT OVERGROWN VEGETATION EROSION DUE TO CONCENTRATED /RR/GA TION FLOW EROSION DUE TO CONCENTRATED STORM WATER RUNOFF FLOW STANDING WATER IN BIOFIL TRA TION AREAS OBSTRUCTED INLET OR OUTLET STRUCTURE DAMAGE TO INLET OR OUTLET STRUCTURE MAINTENANCE EQUIPMENT AND ACCESS USE LANDSCAPE EQUIPMENT FOR MAINTENANCE; ACCESS BMP FROM PRIVATE ACCESS STREET (TWAIN COURT) PROPOSED OFF TWAIN AVENUE INSPECTION FACILITATION INSTALL 3' X 3' OUTLET RISER STRUCTURE TO PROVIDE OBSERVATION ACCESS FOR INSPECTION OF MAINTENANCE THRESHOLDS; MARKING TO BE PROVIDED ON BMP COMPONENTS TO DETERMINE HOW FULL BMP IS. MAINTENANCE ACTION REMOVE AND PROPERLY DISPOSE OF" ACCUMULATED MATERIALS, WITHOUT DAMAGE TO THE VEGETATION RE-SEED, RE-PLANT, OR RE-ESTABLISH VEGETATION PER ORIGINAL PLANS MOW OR TRIM AS APPROPRIATE, BUT NOT LESS THAT THE DESIGN HEIGHT OF THE VEGETATION PER ORIGINAL PLANS. REPAIR/RE-SEED/RE-PLANT ERODED AREAS AND ADJUST THE /RR/GA TION SYSTEM REPAIR/RE-SEED/RE-PLANT ERODED AREAS AND MAKE APPROPRIATE CORRECTIVE MEASURES SUCH AS ADDING STONE AT F"LOW ENTRY POINTS OR MINOR RE-GRADING TO RESTORE PROPER DRAINAGE ACCORDING TO THE ORIGINAL PLAN. MAKE APPROPRIATE CORRECTIVE MEASURES SUCH AS ADJUSTING /RR/GA TION SYSTEM, REMOVING OBSTRUCTION OF DEBRIS OR INVASIVE VEGETATION, OR CLEANING UNDERDRAINS CLEAR OBSTRUCTIONS REPAIR OR REPLACE AS APPLICABLE PASCO LAREY SUITER & ASSOCIATES CIVIL INIINIIRI• + LAND Pl.ANNI•+ LAND aJRVIYI• 111-..-....,111, .. A. ........... CAn171 plaUUIMIII I f&UUIMIII I AITACHMENT .14 APPENDIX 3a BMP MAINTENANCE THRESHOLDS BMP DESCRIPTION BMP 2 (BF-1) STORM WATER MANAGEMENT AND DISCHARGE CONTROL MAINTENANCE AGREEMENT APPROVAL NO: 8/0FILTRA TTON (3,650 SF) O&M RESPONSIBLE PARTY DESIGNff: OCEAN VIEW POINT HOA POST-CONSTRUCTION PERMANENT BMP OPERATION & MAINTENANCE PROCEDURE DETAILS MAINTENANCE INDICATORS ACCUMULATION OF SEDIMENT, LITTER, OR DEBRIS POOR VEGETATION ESTABLISHMENT OVERGROWN VEGETATION EROSION DUE TO CONCENTRATED /RR/GA TION FLOW EROSION DUE TO CONCENTRATED STORM WATER RUNOFF FLOW STANDING WATER IN BIOFIL TRA TION AREAS OBSTRUCTED INLET OR OUTLET STRUCTURE DAMAGE TO INLET OR OUTLET STRUCTURE MAINTENANCE EQUIPMENT AND ACCESS USE LANDSCAPE EQUIPMENT FOR MAINTENANCE; ACCESS BMP FROM PRIVATE ACCESS STREET (TWAIN COURT) PROPOSED OFF TWAIN AVENUE INSPECTION FACILITATION INSTALL 3' X 3' OUTLET RISER STRUCTURE TO PROVIDE OBSERVATION ACCESS FOR INSPECTION OF MAINTENANCE THRESHOLDS; MARKING TO BE PROVIDED ON BMP COMPONENTS TO DETERMINE HOW FULL BMP IS. MAINTENANCE ACTION REMOVE AND PROPERLY DISPOSE OF" ACCUMULATED MATERIALS, WITHOUT DAMAGE TO THE VEGETATION RE-SEED, RE-PLANT, OR RE-ESTABLISH VEGETATION PER ORIGINAL PLANS MOW OR TRIM AS APPROPRIATE, BUT NOT LESS THAT THE DESIGN HEIGHT OF THE VEGETATION PER ORIGINAL PLANS. REPAIR/RE-SEED/RE-PLANT ERODED AREAS AND ADJUST THE /RR/GA TION SYSTEM REPAIR/RE-SEED/RE-PLANT ERODED AREAS AND MAKE APPROPRIATE CORRECTIVE MEASURES SUCH AS ADDING STONE AT F"LOW ENTRY POINTS OR MINOR RE-GRADING TO RESTORE PROPER DRAINAGE ACCORDING TO THE ORIGINAL PLAN. MAKE APPROPRIATE CORRECTIVE MEASURES SUCH AS ADJUSTING /RR/GA TION SYSTEM, REMOVING OBSTRUCTION OF DEBRIS OR INVASIVE VEGETATION, OR CLEANING UNDERDRAINS CLEAR OBSTRUCTIONS REPAIR OR REPLACE AS APPLICABLE PASCO LAREY SUITER & ASSOCIATES CIVIL INIINIIRI• + LAND Pl.ANNI•+ LAND aJRVIYI• 111-..-....,111, .. A. ........... CAn171 plaUUIMIII I f&UUIMIII I AITACHMENT .14 BF-1 Biofiltration BMP MAINTENANCE FACT SHEET FOR STRUCTURAL BMP BF-1 BIOFILTRATION Biofiltration facilities are vegetated surface water systems that filter water through vegetation, and soil or engineered media prior to discharge via underdrain or overflow to the downstream conveyance system. Biofiltration facilities have limited or no infiltration. They are typically designed to provide enough hydraulic head to move flows through the underdrain connection to the storm drain system. Typical biofiltration components include: • Inflow distribution mechanisms (e.g., perimeter flow spreader or filter strips) • Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap) • Shallow surface ponding for captured flows • Side slope and basin bottom vegetation selected based on climate and ponding depth • Non-floating mulch layer • Media layer (planting mix or engineered media) capable of supporting vegetation growth • Filter course layer consisting of aggregate to prevent the migration of fines into uncompacted native soils or the aggregate storage layer • Aggregate storage layer with underdrain(s) • Impermeable liner or uncompacted native soils at the bottom of the facility • Overflow structure Normal Expected Maintenance Biofiltration requires routine maintenance to: remove accumulated materials such as sediment, trash or debris; maintain vegetation health; maintain infiltration capacity of the media layer; replenish mulch; and maintain integrity of side slopes, inlets, energy dissipators, and outlets. A summary table of standard inspection and maintenance indicators is provided within this Fact Sheet. Non-Standard Maintenance or BMP Failure If any of the following scenarios are observed, the BMP is not performing as intended to protect downstream waterways from pollution and/or erosion. Corrective maintenance, increased inspection and maintenance, BMP replacement, or a different BMP type will be required. • The BMP is not drained between storm events. Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer, filter course, aggregate storage layer, underdrain, or outlet structure. The specific cause of the drainage issue must be determined and corrected. • Sediment, trash, or debris accumulation greater than 25% of the surface ponding volume within one month. This means the load from the tributary drainage area is too high, reducing BMP function or clogging the BMP. This would require pretreatment measures within the tributary area draining to the BMP to intercept the materials. Pretreatment components, especially for sediment, will extend the life of components that are more expensive to replace such as media, filter course, and aggregate layers. • Erosion due to concentrated storm water runoff flow that is not readily corrected by adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction. BF-1 Page 1 of 11 January 12, 2017 BF-1 Biofiltration Other Special Considerations Biofiltration is a vegetated structural BMP. Vegetated structural BMPs that are constructed in the vicinity of, or connected to, an existing jurisdictional water or wetland could inadvertently result in creation of expanded waters or wetlands. As such, vegetated structural BMPs have the potential to come under the jurisdiction of the United States Army Corps of Engineers, SDRWQCB, California Department of Fish and Wildlife, or the United States Fish and Wildlife Service. This could result in the need for specific resource agency permits and costly mitigation to perform maintenance of the structural BMP. Along with proper placement of a structural BMP, routine maintenance is key to preventing this scenario. BF-1 Page 2 of 11 January 12, 2017 BF-1 Biofiltration SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR BF-1 BIOFILTRATION The property owner is responsible to ensure inspection, operation and maintenance of permanent BMPs on their property unless responsibility has been formally transferred to an agency, community facilities district, homeowners association, property owners association, or other special district. Maintenance frequencies listed in this table are average/typical frequencies. Actual maintenance needs are site-specific, and maintenance may be required more frequently. Maintenance must be performed whenever needed, based on maintenance indicators presented in this table. The BMP owner is responsible for conducting regular inspections to see when maintenance is needed based on the maintenance indicators. During the first year of operation of a structural BMP, inspection is recommended at least once prior to August 31 and then monthly from September through May. Inspection during a storm event is also recommended. After the initial period of frequent inspections, the minimum inspection and maintenance frequency can be determined based on the results of the first year inspections. Threshold/Indicator Maintenance Action Typical Maintenance Frequency Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials, without damage to the vegetation or compaction of the media layer. • Inspect monthly. If the BMP is 25% full* or more in one month, increase inspection frequency to monthly plus after every 0.1-inch or larger storm event. • Remove any accumulated materials found at each inspection. Obstructed inlet or outlet structure Clear blockage. • Inspect monthly and after every 0.5-inch or larger storm event. • Remove any accumulated materials found at each inspection. Damage to structural components such as weirs, inlet or outlet structures Repair or replace as applicable • Inspect annually. • Maintenance when needed. Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans. • Inspect monthly. • Maintenance when needed. Dead or diseased vegetation Remove dead or diseased vegetation, re-seed, re-plant, or re-establish vegetation per original plans. • Inspect monthly. • Maintenance when needed. Overgrown vegetation Mow or trim as appropriate. • Inspect monthly. • Maintenance when needed. 2/3 of mulch has decomposed, or mulch has been removed Remove decomposed fraction and top off with fresh mulch to a total depth of 3 inches. • Inspect monthly. • Replenish mulch annually, or more frequently when needed based on inspection. *“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure). BF-1 Page 3 of 11 January 12, 2017 BF-1 Biofiltration SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR BF-1 BIOFILTRATION (Continued from previous page) Threshold/Indicator Maintenance Action Typical Maintenance Frequency Erosion due to concentrated irrigation flow Repair/re-seed/re-plant eroded areas and adjust the irrigation system. • Inspect monthly. • Maintenance when needed. Erosion due to concentrated storm water runoff flow Repair/re-seed/re-plant eroded areas, and make appropriate corrective measures such as adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction. • Inspect after every 0.5-inch or larger storm event. If erosion due to storm water flow has been observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintenance when needed. If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction. Standing water in BMP for longer than 24 hours following a storm event Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, clearing underdrains, or repairing/replacing clogged or compacted soils. • Inspect monthly and after every 0.5-inch or larger storm event. If standing water is observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintenance when needed. Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosquito.org/biology If mosquitos/larvae are observed: first, immediately remove any standing water by dispersing to nearby landscaping; second, make corrective measures as applicable to restore BMP drainage to prevent standing water. If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96-hour drawdown criteria due to release rates controlled by an orifice installed on the underdrain, the [City Engineer] shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the County of San Diego Department of Environmental Health, may be required. • Inspect monthly and after every 0.5-inch or larger storm event. If mosquitos are observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintenance when needed. Underdrain clogged Clear blockage. • Inspect if standing water is observed for longer than 24-96 hours following a storm event. • Maintenance when needed. BF-1 Page 4 of 11 January 12, 2017 BF-1 Biofiltration References American Mosquito Control Association. http://www.mosquito.org/ California Storm Water Quality Association (CASQA). 2003. Municipal BMP Handbook. https://www.casqa.org/resources/bmp-handbooks/municipal-bmp-handbook County of San Diego. 2014. Low Impact Development Handbook. http://www.sandiegocounty.gov/content/sdc/dpw/watersheds/susmp/lid.html San Diego County Copermittees. 2016. Model BMP Design Manual, Appendix E, Fact Sheet BF-1. http://www.projectcleanwater.org/index.php?option=com_content&view=article&id=250&Itemid=220 BF-1 Page 5 of 11 January 12, 2017 BF-1 Biofiltration Page Intentionally Blank for Double-Sided Printing BF-1 Page 6 of 11 January 12, 2017 BF-1 Biofiltration Date: Inspector: BMP ID No.: Permit No.: APN(s): Property / Development Name: Responsible Party Name and Phone Number: Property Address of BMP: Responsible Party Address: INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 1 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Accumulation of sediment, litter, or debris Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Remove and properly dispose of accumulated materials, without damage to the vegetation ☐ If sediment, litter, or debris accumulation exceeds 25% of the surface ponding volume within one month (25% full*), add a forebay or other pre-treatment measures within the tributary area draining to the BMP to intercept the materials. ☐ Other / Comments: Poor vegetation establishment Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Re-seed, re-plant, or re-establish vegetation per original plans ☐ Other / Comments: *“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure). BF-1 Page 7 of 11 January 12, 2017 I I I BF-1 Biofiltration Date: Inspector: BMP ID No.: Permit No.: APN(s): INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 2 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Dead or diseased vegetation Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Remove dead or diseased vegetation, re- seed, re-plant, or re-establish vegetation per original plans ☐ Other / Comments: Overgrown vegetation Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Mow or trim as appropriate ☐ Other / Comments: 2/3 of mulch has decomposed, or mulch has been removed Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Remove decomposed fraction and top off with fresh mulch to a total depth of 3 inches ☐ Other / Comments: BF-1 Page 8 of 11 January 12, 2017 BF-1 Biofiltration Date: Inspector: BMP ID No.: Permit No.: APN(s): INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 3 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Erosion due to concentrated irrigation flow Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Repair/re-seed/re-plant eroded areas and adjust the irrigation system ☐ Other / Comments: Erosion due to concentrated storm water runoff flow Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Repair/re-seed/re-plant eroded areas, and make appropriate corrective measures such as adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan ☐ If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction ☐ Other / Comments: BF-1 Page 9 of 11 January 12, 2017 BF-1 Biofiltration Date: Inspector: BMP ID No.: Permit No.: APN(s): INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 4 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Obstructed inlet or outlet structure Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Clear blockage ☐ Other / Comments: Underdrain clogged (inspect underdrain if standing water is observed for longer than 24-96 hours following a storm event) Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Clear blockage ☐ Other / Comments: Damage to structural components such as weirs, inlet or outlet structures Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Repair or replace as applicable ☐ Other / Comments: BF-1 Page 10 of 11 January 12, 2017 BF-1 Biofiltration Date: Inspector: BMP ID No.: Permit No.: APN(s): INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 5 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Standing water in BMP for longer than 24-96 hours following a storm event* Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, clearing underdrains, or repairing/replacing clogged or compacted soils ☐ Other / Comments: Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosquito.org/biology Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Apply corrective measures to remove standing water in BMP when standing water occurs for longer than 24-96 hours following a storm event.** ☐ Other / Comments: *Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer, filter course, aggregate storage layer, underdrain, or outlet structure. The specific cause of the drainage issue must be determined and corrected. **If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96-hour drawdown criteria due to release rates controlled by an orifice installed on the underdrain, the [City Engineer] shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the County of San Diego Department of Environmental Health, may be required. BF-1 Page 11 of 11 January 12, 2017 Isolator® Row O&M Manual 11/N:S StormTech A'\\ 2 Looking down the Isolator Row from the manhole opening, woven geotextile Fabric is shown between the chamber and stone base. StormTech Isolator Row with Overflow Spillway (not to scale) The Isolator® Row Introduction An important component of any Stormwater Pollution Prevention Plan is inspection and maintenance. The StormTech Isolator Row is a technique to inexpensively enhance Total Suspended Solids (TSS) and Total Phosphorus (TP) removal with easy access for inspection and maintenance. The Isolator RowThe Isolator Row is a row of StormTech chambers, either SC-160, SC-310, SC-310-3, SC-740, DC-780, MC-3500 or MC-7200 models, that is surrounded with filter fabric and connected to a closely located manhole for easy access. The fabric-wrapped chambers provide for sediment settling and filtration as stormwater rises in the Isolator Row and passes through the filter fabric. The open bottom chambers and perforated sidewalls (SC-310, SC- 310-3 and SC-740 models) allow stormwater to flow both vertically and horizontally out of the chambers. Sediments are captured in the Isolator Row protecting the adjacent stone and chambers storage areas from sediment accumulation. ADS geotextile fabric is placed between the stone and the Isolator Row chambers. The woven geotextile provides a media for stormwater filtration, a durable surface for maintenance, prevents scour of the underlying stone and remains intact during high pressure jetting. A non-woven fabric is placed over the chambers to provide a filter media for flows passing through the chamber’s sidewall. The non-woven fabric is not required over the SC-160, DC-780, MC-3500 or MC-7200 models as these chambers do not have perforated side walls. The Isolator Row is designed to capture the “first flush” runoff and offers the versatility to be sized on a volume basis or a flow-rate basis. An upstream manhole provides access to the Isolator Row and includes a high/low concept such that stormwater flow rates or volumes that exceed the capacity of the Isolator Row bypass through a manifold to the other chambers. This is achieved with an elevated bypass manifold or a high-flow weir. This creates a differential between the Isolator Row row of chambers and the manifold to the rest of the system, thus allowing for settlement time in the Isolator Row. After Stormwater flows through the Isolator Row and into the rest of the chamber system it is either exfiltrated into the soils below or passed at a controlled rate through an outlet manifold and outlet control structure. The Isolator Row may be part of a treatment train system. The treatment train design and pretreatment device selection by the design engineer is often driven by regulatory requirements. Whether pretreatment is used or not, StormTech recommend using the Isolator Row to minimize maintenance requirements and maintenance costs. Note: See the StormTech Design Manual for detailed information on designing inlets for a StormTech system, including the Isolator Row. ECCENTRICHEADER MANHOLEWITHOVERFLOWWEIR STORMTECHISOLATOR ROW OPTIONAL PRE-TREATMENT OPTIONAL ACCESS STORMTECH CHAMBERS J====l===l==i+~~=a==~ J====l===l==i+~~=a==~ ====+~==== J====l===l==i+~~=a==~ J====l===l==i+~~=a==~ ,.===j====,===i+~~=a==~ 'l===!====!==i+~~=a==~ "------.,.----'-----'-----'+~~~~ 3 Inspection The frequency of inspection and maintenance varies by location. A routine inspection schedule needs to be established for each individual location based upon site specific variables. The type of land use (i.e. industrial, commercial, residential), anticipated pollutant load, percent imperviousness, climate, etc. all play a critical role in determining the actual frequency of inspection and maintenance practices. At a minimum, StormTech recommends annual inspections. Initially, the Isolator Row should be inspected every 6 months for the first year of operation. For subsequent years, the inspection should be adjusted based upon previous observation of sediment deposition. The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports (as needed). The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to determine the depth of sediment. When the average depth of sediment exceeds 3 inches throughout the length of the Isolator Row, clean-out should be performed. Maintenance The Isolator Row was designed to reduce the cost of periodic maintenance. By “isolating” sediments to just one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage bed. If inspection indicates the potential need for maintenance, access is provided via a manhole(s) located on the end(s) of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a confined space entries. Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high pressure water nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is retrieved, the captured pollutants are flushed back into the manhole for vacuuming. Most sewer and pipe maintenance companies have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle will improve maintenance efficiency. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45” are best. JetVac reels can vary in length. For ease of maintenance, ADS recommends Isolator Row lengths up to 200" (61 m). The JetVac process shall only be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile (as specified by StormTech) over their angular base stone. Isolator Row Inspection/Maintenance StormTech Isolator Row (not to scale) Note: Non-woven fabric is only required over the inlet pipe connection into the end cap for SC-160LP, DC-780, MC-3500 and MC-7200 chamber models and is not required over the entire Isolator Row. SC-740, SC-310; COVER ENTIRE ISOLATOR ROW WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE SC-730: 8' (2.4 m) MIN WIDE SC-310: 5' (1.5 m) MIN WIDE Mc-4500, MC-7200. DC-780, SC-160LP: COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" (600 mm) MIN RECOMMENDED) CATCH BASIN OR MANHOLE 24" (600 mm) HOPE ACCESS PIPE REQUIRED: MC-7200, MC-3500, SC-740, DC-780 12" (300 mm) HOPE ACCESS PIPE REQUIRED: SC-310 e· (200 mm) HOPE ACCESS PIPE REQUIRED: SC-160LP STORMTECH CHAMBER STORMTECH END CAP TWO LAYERS OF ADS GEOSYNTHETICS 315WT WOVEN GEO TEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS, CONTINUOUS FABRIC WITHOUT SEAMS 10.3' (3.1 m) MIN WIDE: MC-7200 8.25' (2.5 m) MIN WIDE: MC-3500 5' (1.5 m) MIN WIDE: DC-780, SC-740 4' (1.2 m)MIN WIDE: SC-310, SC-160LP Isolator Row Step By Step Maintenance Procedures Step 1 Inspect Isolator Row for sediment. A) Inspection ports (if present) i. Remove lid from floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod,measure depth of sediment and record results on maintenance log. iv. If sediment is at or above 3 inch depth, proceed to Step 2. If not, proceed to Step 3. B) All Isolator Row i. Remove cover from manhole at upstream end of Isolator Row ii. Using a flashlight, inspect down Isolator Row through outlet pipe 1. Mirrors on poles or cameras may be used to avoid a confined space entry 2. Follow OSHA regulations for confined space entry if entering manhole iii. If sediment is at or above the lower row of sidewall holes (approximately 3 inches), proceed to Step 2. If not, proceed to Step 3. Step 2 Clean out Isolator Row using the JetVac process. A) A fixed floor cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B) Apply multiple passes of JetVac until backflush water is clean C) Vacuum manhole sump as required Step 3 Replace all caps, lids and covers, record observations and actions. Step 4 Inspect & clean catch basins and manholes upstream of the StormTech system. ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com The ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. Stormtech® and the Isolator® Row are registered trademarks of StormTech, Inc. © 2022 Advanced Drainage Systems, Inc. #11011 2/22 CS )( Sample Maintenance Log Date Stadia Rod Readings Sedi- ment Depth (1)–(2) Observations/Actions InspectorFixed point to chamber bottom (1) Fixed point to top of sediment (2) 3/15/11 6.3 ft none New installation. Fixed point is CI frame at grade DJM 9/24/11 6.2 0.1 ft Some grit felt SM 6/20/13 5.8 0.5 ft Mucky feel, debris visible in manhole and in Isolator Row, maintenance due NV 7/7/13 6.3 ft 0 System jetted and vacuumed DJM adspipe.com 800-821-6710 ///IDS StormTech A\, ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City’s standard Single Sheet BMP Plan.] SHEDS SCATTERED BRUSH TREE DIRT DIRT DIRT BRUSH DENSE BRUSH AND TREES SCATTERED BRUSH BRUSH SCATTERED BRUSH SCATTERED BRUSH TREES TREES BRUSH SCATTERED BRUSH SCATTERED BRUSH SCATTERED BRUSH S S WW WW TRASHCAN ASPHALT CONC CONC CONC 6FT CONCRETE BLOCK WALL 325 325325 325 3 2 5 325 32 0 3 2 0 32 0 32 0 32 0 320 32 0 320 320 320 320 3 2 0 31 5 31 5 31 5 31 5 31 5 315 315 31 5 31 5 31 5 31 5 315 31 5 3 1 5 315 310 31 0 310 310 310 31 0 31 0 310 310 31 0 310 31 0 3 1 0 31 0 31 0 31 0 31 0 305 30 5 3 0 5 30 5 30 5 30 5 30 5 30 5 30 5 305 305 305 3 0 5 30 5 305 30 5 305 30 0 30 0 30 0 30 0 30 0 30 0 300 300 300 3 0 0 300 30 0 30 0 30 0 300 30 0 295 29 5 29 5 295 2 9 5 29 5 295 295 29 5 295 29 5 2 9 5 29 5 29 5 295 29 5 290 29 0 290 29 0 2 9 0 290 29 0 29 0 290 2 9 0 290 29 0 2 9 0 290 2 9 0 285 285 28 5 28 5 28 5 285 2 8 5 285 2 8 5 285 28 5 2 8 0 2 8 0 2 8 0 2 8 0 28 0 28 0 280 28 0 280 28 0 275 27 5 275 27 5 27 5 2 7 5 275 2 7 5 27 5 270 270 27 0 27 0 270 265 26 5 26 5 260 26 0 26 0 25 5 25 5 25 0 325 324 32 3 3 2 2 32 1 3 2 0 327.4322.1 322.1 321.9 327.9 328.1 328.7 327.8 TW=334.00 TW=334.66 TW=334.68 TW=334.62 TW=333.96 TW=333.95 32 0 3 2 2 32 4 3 2 0 31 8 3 1 6 31 4 3 1 6 3 1 4 3 1 2 3 1 0 3 0 8 3 0 6 3 0 4 320 322 32432 0 318 31 6 3 1 4 3 1 2 3 2 2 324 314 316 318 320 322 324 326 318 316 314 312 31 0 308 307 307 30 6 325 3 0 2 30 4 3 0 6 30 8 31 2 31 4 31 0 286 288 292294 296 298 302 304 306 308 310 300 290 288 274 276 278 282 284 286 288 280 30 8 30 6 29 2 29 4 29 6 29 8 302 30 4 30 0 29 0 307 30 6 29 2 29 4 30 2 30 4 29 6 29 8 30 0 290 30 8 292 294 296 298 290 300 302 304 306 290 308 30 7 327 32 6 326 3 1 0 3 1 4 3 1 2 3 1 0 3 2 0 3 1 5 31 5 3 1 5 312 32 3 3 2 4 TWAIN AVE N 86°51'23" W 1 2 0 0 . 0 9 ' LOT 10 MAP 14340 APN: 208-181-18 LOT 9 MAP 14340 APN: 208-181-17 LOT 11 MAP 14340 APN: 208-181-19 V E R N E VI E W (P R I V A T E R O A D ) LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 8 LOT 9 LOT 10 LOT 11 LOT 12 LOT 13 LOT 14 LOT 14 LOT 14 LIMIT OF GRADING / LAND DISTURBANCE LIMIT OF GRADING / LAND DISTURBANCE PROPOSED LOT LINE BMP #1, BF-1 AREA = 2,500 SF BMP #2, BF-1 AREA = 3,650 SF 1 3 4 5 6 7 8 9 10 PROPOSED LOT LINE LA SD-G LA LA LA LA LA LA LA LA LA LA LA LA LA LA SD-G SD-G SD-G SD-H SD-H SD-H SD-H 2 SD-B SD-B SD-B SD-B SD-B SD-B ROOF DRAIN (TYP.) ROOF DRAIN (TYP.) ROOF DRAIN (TYP.) SD-B SD-B SD-B SD-B SD-B SD-B SD-B PERMANENT WATER QUALITY TREATMENT FACILITY KEEPING OUR WATERWAYS CLEAN MAINTAIN WITH CARE - NO MODIFICATIONS WITHOUT AGENCY APPROVAL PLSA 3657-01J:\ACTIVE JOBS\3657 RINCON OCEAN VIEW POINT\CIVIL\DRAWING\GRADING PLANS\3657-CV-GRAD-11-SINGLE-SHEET-BMP.DWG PLAN VIEW - SINGLE SHEET BMP PLAN SCALE: 1" = 30' HORIZONTAL 30 60 90 GRAPHIC SCALE: 1" = 30' 030 BIOFILTRATION BASIN (BF-1)1 BMP TYPEBMP ID #SYMBOL CITY OF DRAWING NO.SHEET NO.(S)MAINTENANCE FREQUENCY BMP TABLE PARTY RESPONSIBLE FOR MAINTENANCE: BF-1 INSPECTION FREQUENCYQUANTITY LOW IMPACT DESIGN (L.I.D.) SOURCE CONTROL HYDROMODIFICATION & TREATMENT CONTROL 2,500 SF.2, 4-10 SEMI-ANNUALLY STENCILS 3 SC-F18DRAINS TO NO DUMPING QUARTERLYDWG 534-6A BMP / WATER 5 4 QUALITY SIGN BMP CONSTRUCTION AND INSPECTION NOTES: PLAN PREPARED BY: NAME: OCEAN VIEW - CARLSBAD, LLC - A CALIFORNIA LIMITED LIABILITY CO ADDRESS: 5315 AVENIDA ENCINAS, SUITE 200 CARLSBAD, CA 92008 PHONE NO: (858) 314-3116 NAME: BRYAN A KNAPP COMPANY: PASCO, LARET, SUITER & ASSOCIATES ADDRES: 535 N. HWY 101, SUITE A SOLANA BEACH, CA 92075 PHONE NO: (858) 259-8212 THE EOW WILL VERIFY THAT PERMANENT BMPS ARE CONSTRUCTED AND OPERATING IN COMPLIANCE WITH THE APPLICABLE REQUIREMENTS. PRIOR TO OCCUPANCY THE EOW MUST PROVIDE: 1. PHOTOGRAPHS OF THE INSTALLATION OF PERMANENT BMPS PRIOR TO CONSTRUCTION, DURING CONSTRUCTION, AND AT FINAL INSTALLATION. 2. A WET STAMPED LETTER VERIFYING THAT PERMANENT BMPS ARE CONSTRUCTED AND OPERATING PER THE REQUIREMENTS OF THE APPROVED PLANS. 3. PHOTOGRAPHS TO VERIFY THAT PERMANENT WATER QUALITY TREATMENT SIGNAGE HAS BEEN INSTALLED. PRIOR TO RELEASE OF SECURITIES, THE DEVELOPER IS RESPONSIBLE FOR ENSURING THE PERMANENT BMPS HAVE NOT BEEN REMOVED OR MODIFIED BY THE NEW HOMEOWNER OR HOA WITHOUT THE APPROVAL OF THE CITY ENGINEER. 1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS OR THESE PLANS. 2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND INSTALLATION. 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT. 6. SEE PROJECT SWQMP FOR ADDITIONAL INFORMATION. 7. GROUND FLOOR BMP'S SHOWN HEREON ONLY FOR CLARITY. RAISED PLANTERS ON FLOORS ABOVE NOT PICTURED THIS SHEET; SEE SWQMP FOR REFERENCE. BMP NOTES: CERTIFICATION: SIGNATURE CONTACT: CAMERON ST. CLAIR 2 BIOFILTRATION BASIN (BF-1)BF-1 3,650 SF.SEMI-ANNUALLYQUARTERLYDWG 534-6A OCEAN LANDSCAPING WATER QUALITY SIGN - TYPICAL DETAIL SCALE: NOT TO SCALE REVIEWED BY: DATEINSPECTOR DATE "AS BUILT" CITY OF CARLSBAD RVWD BY:OTHER APPROVAL INITIALDATE SHEET SHEETS APPROVED: DWN BY: CHKD BY: PROJECT NO. DRAWING NO.DATE INITIAL ENGINEER OF WORK DATE INITIAL CITY APPROVALREVISION DESCRIPTION ENGINEERING DEPARTMENT RCE EXP. GRADING PLANS FOR: BAK PA S C O , L A R E T , S U I T E R & A S S O C I A T E S 53 5 N . H W Y 1 0 1 , S U I T E A , S O L A N A B E A C H , C A 9 2 0 7 5 PH : ( 8 5 8 ) 2 5 9 - 8 2 1 2 F A X : ( 8 5 8 ) 2 5 9 - 4 8 1 2 JASON S. GELDERT B R YAN R KN AP P AINROFILACFOETATS REGISTE R ED P R O F ESSIONAL ENG I NEER No. 86542 Exp. 03/31/25 LIVIC A D EWN 63912 9/30/24ENGINEERING MANAGER RCE EXPIRES DATE OCEAN VIEW POINT GR 2021-0043 PUD 15-15 CDP 15-53 HDP 15-03 HMP 15-05 CT 15-07 534 - 6A 11 21 SINGLE SHEET BMP PLAN 2, 4-10 B R YAN R KN APP AINROFILACFOETATS REGISTE R ED P R O F ESSIONAL ENG I NEER No. 86542 Exp. 03/31/25 LIVIC A D EWN BMP MANUAL CARLSBAD FACTS SHEET SUSTAINABLE LA SD-K 63,933 SF -DWG 534-6A 4-10 - 3 DWG 534-6A 4-10 -- SEE DETAIL THIS SHEET POST-CONSTRUCTION SITE DESIGN BMPS DIRECT RUNOFF TO PERVIOUS AREAS MAINTAIN NATURAL DRAINAGE PATHWAYS AND HYDROLOGIC FEATURES PROVIDE BUFFER TO OPENSPACE/CONSERVATION AREA SD-B SD-G SD-H 0 0 00 00 ~1111 ~ ~1111 ~ D D D PASCO LARET SUITER ----• ~ ffil.~~©tiffil.iilE~ San Diego I Encinitas I Orange County Phone 858.259.82121 www.plsaengineering.com E3=±=========+=t==t==±~ ~□~l:::::===============:::::'.1-==I ==,I E==f==t===============t==t===t===1==~ ~====:::::::::;r==============jjr=======, -II II