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HomeMy WebLinkAboutSDP 2021-0029; IONIS LOTS 21 AND 22; STORM WATER QUALITY MANAGEMENT PLAN (SWQMP); 2023-04-01( City of Carlsbad STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) TEMPLATE E-35 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov E-35 (FOR PDP PROJECTS ONLY) CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR IONIS LOTS 21 AND 22 PROJECT ID: SDP2021-0029 DRAWING No. (DWG 540-7A) GR No. 2022-0049 ENGINEER OF WORK: PREPARED FOR: IONIS PHARMACEUTICALS, INC. 2855 GAZELLE COURT CARLSBAD, CA 92010 760-931-9200 PREPARED BY: PASCO LARET SUITER & ASSOCIATES 119 ABERDEEN DRIVE CARDIFF BY THE SEA, CA 92007 (858) 259-8212 DATE: November 2022 Revised January 2023 Revised April 2023 REV 08/22 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 CERTIFICATION PAGE Project Name: lonis Lots 21 and 22 Project ID: SDP2021-0029, GR2022-0049 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. Gregory W. Lang, RCE 68075 Print Name Pasco Laret Suiter & Associates Company April 5, 2023 Date PROJECT VICINITY MAP C acyof Cailsliad INSTRUCTIONS: STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www .ca rlsbadca .gov o a ress pas -eve opmen po u an s a may e genera e ram eve opmen proJec s, e cI y requires a 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 I concurrently. PROJECT INFORMATION PROJECT NAME: lonis Lots 21 and 22 APN: 209-120-23 and 24 and 27 ADDRESS: Intersection of Whiptail Loop and Gazelle Court, Carlsbad, CA The project is (check one): 0 New Development D Redevelopment The total proposed disturbed area is: 327,067 ft2 (7.51) acres The total proposed newly created and/or replaced impervious area is: 210,733 ft2 (4.84) 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 YES NO Date: Project ID: City Concurrence: □ □ By: E-34 Page 1 of 4 REVOB/22 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 □ 0 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. STEP2 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; OR □ 0 b) 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 USEPA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in □ 0 accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? □ 0 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 2 of REV 08/22 STEP3 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 surfaces 0 □ collectively 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 of □ 0 impervious 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 of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a □ 0 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 □ 0 surface collectively over the entire project site and supports a hillside development project? A hillside development 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 of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a 0 □ 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 more of impervious street, road, highway, freeway or driveway surface collectively over the entire project 0 □ site? 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 of impervious surface collectively over the entire site, and discharges directly to an Environmentally □ 0 Sensitive 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/ands).* 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair □ 0 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 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes □ 0 RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land 0 □ and 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 □ 0 impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 21 .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. • Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. E-34 Page 3 of REV 08/22 STEP4 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 BM P's required for PDP apply to the entire development. Go to step 5, complete the trash capture question. STEPS 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 and not exempt from trash capture requirements per section 4.4.2.2 of the BMP Manual? R-23 (15-23 du/ac), R-30 (23-30 du/ac), Pl (Planned Industrial), CF (Community Facilities), GC (General 0 □ Commercial), L (Local Shopping Center), R (Regional Commercial), V-8 (Village-Barrio), VC (Visitor Commercial), 0 (Office), VC/OS (Visitor Commercial/Open Space), Pl/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. List exemption if applicable for 'no' answer here: STEP6 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. I will submit a "Standard Project Requirement Checklist Form E-36". If my project is subject to TRASH CAPTURE REQUIREMENTS, I will submit a TRASH CAPTURE Storm Water Quality Management Plan {TCSWQMP) per E-35A. 0 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: Grego~ W. Lang Applicant Title: Princi12al Engineer Applicant Signature: £tw .. IA).~ .• .,, "~ Date: 4/5/2023 V 0 V E-34 Page 4 of REV 08/22 SITE INFORMATION CHECKLIST Project Summary Information Project Name Ionis Lots 21 and 22 Project ID SDP2021-0029 Project Address Intersection of Whiptail Loop and Gazelle Court, Carlsbad, CA 92010 Assessor's Parcel Number(s) (APN(s)) 209-120-23 and 24 and 27 Project Watershed (Hydrologic Unit) Carlsbad 904.31 Parcel Area 8.37 Acres ( 364,547 Square Feet) Existing Impervious Area (subset of Parcel Area) 0 Acres ( 0 Square Feet) Area to be disturbed by the project (Project Area) 7.51 Acres ( 327,067 Square Feet) Limit of Grading 7.17 Acres ( 312,160 Square Feet) Project Proposed Impervious Area (subset of Project Area) 4.84 Acres ( 210,733 Square Feet) Project Proposed Pervious Area (subset of Project Area) 2.33 Acres ( 101,427 Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Limit of Grading. This may be less than the Parcel Area. Description of Existing Site Condition and Drainage Patterns Current Status of the Site (select all that apply): Existing development Previously graded but not built out Agricultural or other non-impervious use Vacant, undeveloped/natural Description / Additional Information: The site was previously mass graded per project number CT 97-13. Existing Land Cover Includes (select all that apply): Vegetative Cover Non-Vegetated Pervious Areas Impervious Areas Description / Additional Information: The site consists mainly of pervious dirt with some vegetation on the slopes. 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]: The site currently exists as two mass graded pads with 2:1 slopes around the perimeter. The lots are separated by a 2:1 graded slope and each lot has a temporary desilting basin. The site consists mainly of pervious dirt with some vegetation on the slopes. The mass graded pads are sloped southerly at approximately 2%. The site was previously graded per project number CT 97-13. In the existing condition, storm water runoff from the majority of each lot flows overland to each desilting basin prior to being conveyed to the existing storm drain located in Whiptail Loop. Runoff from the eastern and southern portion of Lot 21 flows directly offsite to the existing curb inlets and storm drain in Whiptail Loop. Runoff from the southeastern corner of Lot 22 flows directly offsite to the existing curb inlets and storm drain in Whiptail Loop. There is no offsite storm water that runs onto the site. The existing onsite storm drain laterals which drain the temporary desilting basins and the public storm drains located in Whiptail Loop were installed per project number CT 97-13. One of the storm drain laterals will be used for the new private storm drain systems proposed for this project. The existing storm drain infrastructure in Whiptail Loop was designed and sized per the report title “Hydrology Study for Carlsbad Oaks North Phase 3” prepared by O’Day Consultants, dated May 2016 on file with the City of Carlsbad under project CT 97-13. The existing public storm drain in Whiptail Loop flows southerly and discharges south of Faraday Avenue, in between Whiptail Loop and El Fuerte Street, through a concrete headwall and rip rap apron into an existing regional detention/treatment basin. The existing basin was designed during mass grading by Rick Engineering Company for the “Rancho Carlsbad Channel & Basin Project” dated June 1998. Outflow from the existing basin crosses under Faraday Avenue and flows northwest to Agua Hedionda Creek which flows westerly and discharges into Agua Hedionda Lagoon and ultimately the Pacific Ocean. For detailed hydrology information and calculations refer to the drainage report for the project titled “Hydrology Study for Ionis Lots 21 and 22” prepared by Pasco Laret Suiter & Associates dated April 2023. Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: The proposed project consists of a new 165,000 square foot, 2- and 3-story building with on- grade parking, a 3-story, 44,000 square foot parking structure, and a private pedestrian bridge across Whiptail Loop which will connect to the existing Ionis campus along Gazelle Court. The project also includes new associated utilities, hardscape and landscape, and storm water BMPs including two (2) proprietary Modular Wetland Systems and four (4) biofiltration basins. Proposed improvements in the public right-of-way include realigned and resurfaced driveways, resurfaced sidewalks, utility trenching, asphalt paving and patching, and saw cutting. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Proposed impervious features include buildings, roadways, parking areas, sidewalks and hardscape. List/describe proposed pervious features of the project (e.g., landscape areas): Proposed pervious features include landscaping and biofiltration basins. Does the project include grading and changes to site topography? Yes No Description / Additional Information: Grading is proposed to accommodate the proposed buildings, roadways and storm drain system. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? Yes No Description / Additional Information: In the proposed condition, the site consists of twelve (12) Drainage Management Areas (DMAs). Onsite storm water runoff will be conveyed overland and in proposed storm drain to two (2) Modular Wetlands Systems and four (4) biofiltration basins to meet the requirements for retention, pollutant control, hydromodification management flow control and to mitigate for the 100-year 6-hour storm event. DMA-1 is located in the eastern portion of the site. Runoff flows overland and in proposed storm drain to a biofiltration basin (BMP-1) located near the southeastern corner of the site. BMP-1 will discharge via proposed storm drain south to the existing storm drain in Whiptail Loop near the southeastern corner of the site. DMA-2 is located in the eastern portion of the site. Runoff flows overland and in proposed storm drain to a biofiltration basin (BMP-2) located in the central portion of the site. BMP-2 will discharge via proposed storm drain west and then south to the existing storm drain in Whiptail Loop near the southwestern corner of the site. DMA-3 is located in the central portion of the site. Runoff flows overland and in proposed storm drain to a biofiltration basin (BMP-3) located in the central portion of the site. BMP-3 will discharge via proposed storm drain south to the existing storm drain in Whiptail Loop near the southwestern corner of the site. DMA-4 is located in the western portion of the site. Runoff flows overland and in proposed storm drain to a biofiltration basin (BMP-4) located in the southwestern corner of the site. BMP-4 will discharge via proposed storm drain south to the existing storm drain in Whiptail Loop near the southwestern corner of the site. DMA-5 consists of a small area located at the southeastern corner of the site. Runoff is conveyed to a proposed Modular Wetland System (MWS-1) located along the southeastern boundary of the site. DMA-5 will discharge via proposed storm drain south to the existing storm drain in Whiptail Loop near the southeastern corner of the site. DMA-6 is located in the southern portion of the site. Runoff is conveyed to a proposed Modular Wetland System (MWS-2) located along the southern central boundary of the site. DMA-6 will discharge via proposed storm drain south to the existing storm drain in Whiptail Loop near the southern central portion of the site. DMA-7 is located in the southern portion of the site. DMA-7 consists of landscape and 5% impervious area. Per Section 5.2.1 of the BMP Design Manual, DMA-7 is considered a Self- Mitigating Area. DMAs-8 through 12 consist of landscape areas. These areas contain no impervious area and are considered Self-Mitigating Areas. Runoff from the improvements within the right-of-way will drain to the existing regional detention/treatment basin located south of Faraday Avenue, in between Whiptail Loop and El Fuerte Street. For detailed hydrology information and calculations refer to the drainage report for the project titled “Hydrology Study for Ionis Lots 21 and 22” prepared by Pasco Laret Suiter & Associates dated April 2023. 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): Runoff from the project site discharges to public storm drain which outfalls to the south of Faraday Avenue, in between Whiptail Loop and El Fuerte Street, through a concrete headwall and rip rap apron into an existing detention basin. Outflow from the existing detention basin crosses under Faraday Avenue and flows northwest to Agua Hedionda Creek which flows westerly and discharges to Agua Hedionda Lagoon and ultimately the Pacific Ocean. List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water bodies: 303(d) Impaired Water Body Pollutant(s)/Stressor(s) TMDLs Agua Hedionda Creek Benthic Community Effects, Bifenthrin, Chlorpyrifos, Cyfluthrin, Cyhalothrin, Lambda, Cypermethrin, Deltamethrin, Indicator Bacteria, Malathion, Manganese, Nitrogen, Phosphorus, Pyrethroids, Selenium, Total Dissolved Solids, Toxicity, Turbidity TMDL Required Agua Hedionda Lagoon Toxicity TMDL Required 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 x Heavy Metals x Organic Compounds x x Trash & Debris x Oxygen Demanding Substances x x Oil & Grease x Bacteria & Viruses x x Pesticides x x TABLE Error! No text of specified style in document.-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: A Connector Pipe Screen will be installed on the outlet pipe at all (3) three project discharge locations to the existing public storm drain system in Whiptail Loop. The Connector Pipe Screen is manufactured by BrightWater and is a Certified Trash Capture System per the California State Water Resources Control Board. The model number is BWCPS-3618U. 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: Refer to the exhibit located in Attachment 2b. 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. There is one POC for the project, POC-1, located at the project discharge location in the storm drain near the southwestern corner of the project site. Refer to the exhibit located in Attachment 2a for the location of POC-1. 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: “Hydromodification Screening Assessment for Ionis Pharmaceuticals Conference Center” dated July 30, 2018, prepared by Pasco Laret Suiter & Associates. 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. 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. STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov Project Information Project Name: Ionis Lots 21 and 22 Project ID: SDP2021-0029 DWG No. or Building Permit No.: DWG 540-7A 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. Due to site and grading constraints, all impervious areas will be conveyed directly to biofiltration basin BMPs or Modular Wetland Systems for pollutant control treatment, volume retention and hydromodification flow control. 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 Sidewalks & walkways Parking areas & lots Driveways Patios, decks, & courtyards Hardcourt recreation areas E-36 Page 1 of 4 Revised 02/22 □ □ C cicyof Carlsbad □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-36 Page 2 of 4 Revised 02/22 Other: infeasible to do so. 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. Due to site and grading constraints, rooftop areas will be conveyed directly to biofiltration basin BMPs for pollutant control treatment, volume retention and hydromodification flow control. (see Fact Sheet BL-3) SD-B Direct runoff to pervious areas SD-C Install green roofs SD-E Install rain barrels 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 □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-36 Page 3 of 4 Revised 02/22 Loading & Unloading Fueling Maintenance & Repair Vehicle & Equipment Cleaning Other: Runoff from the loading and unloading overhead covering will drain to the building storm drain which will be conveyed to a biofiltration basin. 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): □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-36 Page 4 of 4 Revised 02/22 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: 4/5/2023 Print preparer name: Gregory W. Lang 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). PDP’s subject to trash capture requirements must implement trash capture devices (see Chapter 4 of the BMP Design Manual). Storm water pollutant control, flow control for hydromodification management and trash capture can all 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 and trash capture devices, indicate whether pollutant control, trash capture and flow control BMPs are integrated together or separate. The DMAs draining to the structural BMPs were delineated. Based on the tributary area, 85th percentile rainfall depth, and weighted runoff factor the DCV was calculated for each DMA. Using Worksheet B.2, retention requirements were calculated. Per Section B.2.1 of the BMP Design Manual, it was determined that a capture and use analysis was not required. Per the geotechnical study, infiltration is not feasible. Therefore, biofiltration basins (BF-1) and Modular Wetland Systems (BF-3) have been selected and sized per the design criteria to meet pollutant control and hydromodification management flow control requirements. The improvements within Whiptail Loop will not be treated locally due to right-of-way constraints. Instead, runoff from the improvements will drain to the existing regional detention/treatment basin located south of Faraday Avenue, in between Whiptail Loop and El Fuerte Street. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. 1 DWG 540-7A Sheet No. 8, 9, 13, 14, 19 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 Trash capture device 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 Trash Capture Other (describe in discussion section below) Discussion (as needed): Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. 2 DWG 540-7A Sheet No. 6, 11, 19 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 Trash capture device 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 Trash Capture Other (describe in discussion section below) Discussion (as needed): Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. 3 DWG 540-7A Sheet No. 6, 11, 19 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 Trash capture device 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 Trash Capture Other (describe in discussion section below) Discussion (as needed): Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. 4 DWG 540-7A Sheet No. 8, 13, 19 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 Trash capture device 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 Trash Capture Other (describe in discussion section below) Discussion (as needed): Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. 5 DWG 540-7A Sheet No. 9, 14, 19 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 Trash capture device 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 Trash Capture Other (describe in discussion section below) Discussion (as needed): Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. 6 DWG 540-7A Sheet No. 8, 13, 19 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 Trash capture device 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 Trash Capture Other (describe in discussion section below) Discussion (as needed): Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. 7 DWG 540-7A Sheet No. 14, 17, 19 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 Trash capture device 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 Trash Capture Other (describe in discussion section below) Discussion (as needed): The structural BMP is a Connector Pipe Screen, manufactured by BrightWater, and is a Certified Trash Capture System per the California State Water Resources Control Board. The model number is BWCPS-3618U. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. 8 DWG 540-7A Sheet No. 13, 17, 19 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 Trash capture device 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 Trash Capture Other (describe in discussion section below) Discussion (as needed): The structural BMP is a Connector Pipe Screen, manufactured by BrightWater, and is a Certified Trash Capture System per the California State Water Resources Control Board. The model number is BWCPS-3618U. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. 9 DWG 540-7A Sheet No. 13, 17, 19 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 Trash capture device 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 Trash Capture Other (describe in discussion section below) Discussion (as needed): The structural BMP is a Connector Pipe Screen, manufactured by BrightWater, and is a Certified Trash Capture System per the California State Water Resources Control Board. The model number is BWCPS-3618U. 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 Refer to Appendices J of the BMP Design Manual for Trash capture BMP design guidelines Included Not included because the entire project is not subject to trash capture requirements ATTACHMENT 1a 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 Existing natural hydrologic features (watercourses, seeps, springs, wetlands) 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 4 9 0 495 4 9 5 5 0 0 480 45 0 46 5 45 5 46 0 47 0 47 0 475 460 445 450 455 460 445 450 440 455 480 485 45 0 46 5 45 5 46 0 47 0 47 0 47 5 48 0 4 8 5 490 45 0 46 5 45 5 460 47 0 4 7 5 43 5 4 4 0 45 0 45 5 455 4 3 5 44 0 4 4 5 45 0 455 455 430 43 0 435 440 425 425 425 420 445 43 0 42 5 42 5425 430 420 415 425 440 415 420 410 420 425 415 41 0 41 5 42 0 410 420 405 405 41 5 405 485 49 0 490 495 475 480 485 49 0 470 45 0 46 5 45 5 46 0 47 5 48 0 485 47 0 4 8 0 45 0 46 5 45 5 46 0 46 5 47 5 4 6 5 475 45 0 470 460 46 5 46 0 455 450 45 5 435 450 430 440 44 5 4 3 5 44 0 430 435420 41 5 420 43 0 42 5 4 0 5 400 400 395 400 395 39 0 400 405 390 395 405 405 40 0 39 0 38 5 39 5 38 5 385 410 395 400 410 405 40 0 405 39 5 4 0 0 40 5 3 9 0 40 0 39 0 39 5 4 0 5 39 0 4 0 0 405 SD SD SD SD SD S D SD SD SD S D S D SD SD SD SD SD SD SD SD SD SD S S VAN SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD S D S D S D S D S D S D SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD S D S D SD SD SD SD SD SD SD SD SD SD SD S D NEW 3-LEVEL PARKING STRUCTURE 1ST F.F. = 414.50 2ND F.F. = 424.75 3RD F.F. = 435.00 NEW BUILDING 1ST LEVEL F.F. = 418.00 2ND LEVEL F.F. = 434.00 3RD LEVEL F.F. = 450.00 NEW BUILDING 2ND LEVEL F.F. = 434.00 3RD LEVEL F.F. = 450.00 GA Z E L L E C O U R T LOT 22 MAP 16145 OPEN SPACE LOT 12 MAP 14926 LOT 20 MAP 16145 LOT 21 MAP 16145 PARCEL 2 MAP 21742 OPEN SPACE LOT 12 MAP 14926 R/W C/L R/W P / L P/ L P/L P/L P/L P/L P/L P/ L P/ L P/ L P/L P/L P/L R/ W C/ L R/ W R/W C/L R/W R/ W C/L R/ W PROPOSED TRENCH DRAIN BIOFILTRATION BASIN 4 STRUCTURAL BMP ID #4 408.50 FG 2,030 SF BIOFILTRATION BASIN 3 STRUCTURAL BMP ID #3 415.33 FG 1,167 SF BIOFILTRATION BASIN 1 STRUCTURAL BMP ID #1 424.50 FG 1,811 SF BIOFILTRATION BASIN 2 STRUCTURAL BMP ID #2 428.00 FG 1,795 SF PROPOSED CONCRETE BROW DITCH PROPOSED CONCRETE BROW DITCH EXISTING DRAINAGE DITCH EXISTING DRAINAGE DITCH MWS-1 STRUCTURAL BMP ID #5 MODULAR WETLAND (VEGETATED) 4' X 4' EXIST. 48" RCP SD PER DWG. NO. 415-9J EXIST. 36" RCP SD PER DWG. NO. 415-9J POC-1 EXIST. 48" RCP SD PER DWG. NO. 415-9J PROPOSED CONCRETE BROW DITCH PROPOSED CONCRETE BROW DITCH PROPOSED CONCRETE BROW DITCH DMA 9 DMA 1 DMA 8 DMA 7 DMA 3 DMA 2 DMA 4 DMA 5 DMA 12 DMA 6 DMA 11 DMA 10 PROPOSED 24" TALL CONNECTOR PIPE SCREEN MODEL NO. BWCPS-3618U (TRASH CAPTURE) STRUCTURAL BMP ID #9 PROPOSED 24" TALL CONNECTOR PIPE SCREEN MODEL NO. BWCPS-3618U (TRASH CAPTURE) STRUCTURAL BMP ID #7 PROPOSED TRENCH DRAIN PART OF DMA 7 4 1 5 4 1 4 4 2 0 4 2 5 43 0 433 434 4 3 5 4 3 5 4 2 5 43 0 43 5 430 415 405 410 414 41 0 410 405 40 5 4 1 0 4 1 0 41 5 41 0 41 5 415 410 420 4 3 3 431 431 430 432 433 432 431 430 42 5 440 440 440 44 0 44 4 443 442 410 415 4 1 0 41 5 41 7 42 0 42 5 43 0 43 3 42 5 43 0 4 2 5 430 440 445 44 5 44 2 44 5 44 2 44 5 44 5 44 2 44 2 44 1 44 4 410 4 1 0 41 0 410 427 429 4 3 4 43 4 43 0 44 4 430 433 43 0 42 5 42 0 42 0 PART OF DMA 4 RUNOFF FROM IMPROVEMENTS WITHIN THE RIGHT-OF-WAY DRAINS TO EXISTING REGIONAL DETENTION/TREATMENT BASIN SOUTH OF FARADAY AVE (TYP.) DISTURBED AREA LIMIT DISTURBED AREA LIMIT LIMIT OF GRADING LIMIT OF GRADING & DISTURBED AREA LIMIT OF GRADING & DISTURBED AREA LIMIT OF GRADING DISTURBED AREA LIMIT LIMIT OF GRADING & DISTURBED AREA WHIPT A I L L O O P MWS-2 STRUCTURAL BMP ID #6 MODULAR WETLAND (VEGETATED) 4' X 8' PROPOSED 24" TALL CONNECTOR PIPE SCREEN MODEL NO. BWCPS-3618U (TRASH CAPTURE) STRUCTURAL BMP ID #8 RUNOFF FROM IMPROVEMENTS WITHIN THE RIGHT-OF-WAY DRAINS TO EXISTING REGIONAL DETENTION/TREATMENT BASIN SOUTH OF FARADAY AVE (TYP.) PROP. PARCEL 1 EXISTING LOT LINE TO BE REMOVED PER LOT LINE ADJUSTMENT (COC2022-0011) NOT TO SCALE TYPICAL BIOFILTRATION BASIN SECTIONA TB ELEV PER PLANTB ELEV PER PLAN 100-YR WSE 6" VERTICAL CLEANOUT PER PLAN VARIES 12 " F R E E B O A R D TG ELEV PER PLAN 1 1 1 3 3 1 1 1 NOTES: 1. COVER PLANTER SURFACE WITH 3" THICK LAYER OF MULCH. 2. PLANTS SELECTED SHALL BE PER APPROVED PLANT LIST - APPENDIX E.21 OF THE CITY OF CARLSBAD BMP DESIGN MANUAL 3. PLANTER SOIL MIX TO CONSIST OF 20% COMPOST, 60% SAND, 20% TOP SOIL (NO CLAY). 4. PROVIDE 6" DIA. SUBDRAIN PER SDR-35 WITH 3/8" DIA. PERFORATIONS WITH 4 HOLES PER ROW. PERFORATION ROWS SPACED 6" ON CENTER, ALONG LENGTH OF PIPE. 5. CAP SUBDRAIN OUTLET AT THE UPSTREAM END. 6. ATTACH LINER TO RETAINING WALL (WHERE APPLICABLE) PER CITY OF SAN DIEGO STD DWG NO. SDSW-14. PRE-CAST CATCH BASIN, SIZE PER PLAN 6" PERFORATED PVC SUBDRAIN 6" CIRCULAR ORIFICE FOR ALL BASINS SUBDRAIN ORIFICE DETAIL 3' BENCH REQUIRED WHEN SLOPING BACK DOWN FG ELEV PER PLAN 15 " VA R I E S 12 " - 1 8 " 18 " 3" M I N . 6" 3" EXCAVATED SLOPE 30 MIL IMPERMEABLE LINER PRE-CAST CATCH BASIN, SIZE PER PLAN EXISTING UNCOMPACTED HDPE HARDLINE PIPE OUTLET, SIZE AND FL PER PLAN 6" PERF PVC SUBDRAIN DRAIN ROCK CONSISTING OF CALTRANS STANDARD SPECIFICATION 68-2.0F(3) CLASS 2 PERMEABLE MATERIAL 3" LAYER OF CLEAN & WASHED ASTM 33 FINE AGGREGATE SAND OVERLYING A 3" LAYER OF ASTM NO. 8 STONE 18" SOIL MEDIA WITH MIN. 5 IN/HR FILTRATION RATE 3" WELL-AGED SHREDDED HARDWOOD MULCH 6" CIRCULAR ORIFICE FOR HMP FLOW CONTROL, SEE DETAIL BELOW 30 MIL IMPERMEABLE LINER 3" BIOFILTRATION (BF-1) HYDROLOGIC SOIL: TYPE D GROUNDWATER WAS NOT ENCOUNTERED DURING GEOTECHNICAL TESTING PER UPDATE GEOTECHNICAL REPORT FOR IONIS PHARMACEUTICALS CONFERENCE CENTER (CARLSBAD OAKS NORTH BUSINESS PARK - LOT 21 AND 22) CARLSBAD, CALIFORNIA (PROJECT NO. 06442-32-31A) BY GEOCON DATED OCTOBER 19, 2021. MODULAR WETLAND, PROPRIETARY BIOFILTRATION (BF-3) GRADING LIMIT PROPOSED LANDSCAPING - PERVIOUS AREA RIGHT-OF-WAY LINE/PROPERTY LINE BIOFILTRATION BASIN AREA BROW DITCH DMA BOUNDARY PROPOSED IMPERVIOUS AREA SD SDPROPOSED STORM DRAIN GRAPHIC SCALE: 1" = 40' 0 40 80 120 LOT 21 and 22 CARLSBAD, CALIFORNIA PLSA JOB NO. 3925 DWG NO. 540-7A, GR2022-0049 DATE: APRIL 2023 DMA EXHIBIT IONIS PHARMACEUTICALS DMA DRAINAGE AREA (AC) IMPERVIOUS AREA (AC) PERVIOUS AREA (AC)% IMP AREA WEIGHTED RUNOFF COEFFICIENT, C DCV (CUBIC FEET) POLLUTANT CONTROL TYPE TREATED BY (STRUCTURAL BMP ID) BMP FOOTPRINT DMA 1 1.82 0.93 0.89 50.8%0.51 3,372 BIOFILTRATION (BF-1) BASIN 1 (BMP ID #1)1,811 SF DMA 2 1.65 1.27 0.38 76.8%0.71 1,682 BIOFILTRATION (BF-1) BASIN 2 (BMP ID #2)1,795 SF DMA 3 0.80 0.64 0.16 80.3%0.74 854 BIOFILTRATION (BF-1) BASIN 3 (BMP ID #3)1,167 SF DMA 4 1.89 1.49 0.40 79.0%0.73 3,659 BIOFILTRATION (BF-1) BASIN 4 (BMP ID #4)2,030 SF DMA 5 0.25 0.17 0.08 66.4%0.63 235 BIOFILTRATION (BF-3) MWS 1 (BMP ID #5)MWS-L-4-4 DMA 6 0.40 0.32 0.08 79.9%0.74 676 BIOFILTRATION (BF-3) MWS 2 (BMP ID #6)MWS-L-4-8 DMA 7 0.37 0.02 0.35 5.0%- -- - SELF-MITIGATING - -- - DMA 8 0.21 0.00 0.21 0.0%- -- - SELF-MITIGATING - -- - DMA 9 0.35 0.00 0.35 0.0%- -- - SELF-MITIGATING - -- - DMA 10 0.02 0.00 0.02 0.0%- -- - SELF-MITIGATING - -- - DMA 11 0.11 0.00 0.11 0.0%- -- - SELF-MITIGATING - -- - DMA 12 0.14 0.00 0.14 0.0%- -- - SELF-MITIGATING - -- - TOTAL 8.01 4.84 3.17 60.4%0.58 10,755 - -- -- - LEGEND DESCRIPTION SITE BMPS SOIL INFORMATION GROUND WATER INFORMATION DMA SUMMARY TABLE PROJECT CHARACTERISTICS PARCEL AREA:8.37 AC DISTURBED AREA:7.51 AC LIMIT OF GRADING:7.17 AC PROPOSED IMPERVIOUS AREA:4.84 AC PROPOSED LANDSCAPE AREA:2.33 AC PROPOSED PERVIOUS AREA:1.20 AC NOTE: PROPOSED IMPERVIOUS AREA + PROPOSED PERVIOUS AREA = LIMIT OF GRADING DMA EXHIBIT SCALE 1" = 40' PERMANENT POST-CONSTRUCTION BMP NOTES: 1. THE BIOFILTRATION BASINS (BASIN 1 - BASIN 4) ARE PROPOSED FOR COMBINED POLLUTANT CONTROL AND HYDROMODIFICATION CONTROL PURPOSES. 2. THE MODULAR WETLANDS (MWS 1 & MWS 2) ARE PROPOSED FOR POLLUTANT CONTROL ONLY. 3. PERMANENT POST CONSTRUCTION BMP DEVICES SHOWN ON PLAN SHALL NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF THE CITY ENGINEER OR RESIDENT ENGINEER AND THE ENGINEER OF WORK. BASIN BASIN SURFACE AREA (SF) BASIN FG BASIN IE PONDING DEPTH (FT)BASIN TG FREEBOARD (FT) TOTAL SURFACE DEPTH (FT) BASIN TB BASIN 1 1,811 424.50 421.00 1.00 425.50 1.00 2.00 426.50 BASIN 2 1,795 428.00 424.50 1.50 429.50 2.50 4.00 432.00 BASIN 3 1,167 415.33 411.83 1.00 416.33 1.00 2.00 417.33 BASIN 4 2,030 408.50 405.00 1.00 409.50 1.00 2.00 410.50 SUMMARY OF BMP DIMENSIONS DISTURBED AREA LIMIT ----------- . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . .. . .. . .. . .. .. . .. . . . . . . . . . . . . . . . . . . . . + + + + + + + + + + + + ➔ + + + + + + + + + + + + + + + + + + + + + + + + + ➔ PREPARED BY: PASCO LAREY SUITER ~ ~5\5\(QJlC!~llE5\ San Diego Encinitas Orange County Phone 858.259.8212 I www.plsaengineering.com 1 \ \ \ \ \ ~-p;;-';"f, \ ~ "\ ·'¾.,:;.:, t+;:;~·' _. 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"- I ~ .OVERALL ROOF PLAN -ROOF LEVEL SCALE: 3/64"= 1'-0" I __ ,/ / \ \ \ \ \ \ \ \ \ \ -·· /'),.// \ )~··G -~ \ \ \ ~· ..• ' 3 \ 'A302) / I I \ I --0 ·. \ 3.j N E8 ROOF PLAN KEYNOTES KEYNOTE KEYNOTE DESCRIPTION TAG CIRCLE 1 2 3 4 5 EIFS O/GALV. PAINTED B-DECK MECHANICAL SCREEN O/PAINTED GALV TUBE STEEL PER STRUCTURAL . CONRETE CURB OF FUTURE MECHANICAL SHAFT CONCRETE PAD FOR FUTURE MECHANICAL EQUIPMENT AREA DEDICATED FOR FUTURE SOLAR PANEL INSTALLATION EXTERIOR SEISMIC JOINT W/ ALUMINUM COVER PROJECT TEAM l(i 11111 2022 (~) DGA planning I architect ure I interiors 550 Ellis Street, Mountain View, CA 94043 650-943-1660 755 Sanso me Street, 5th Floor, San Francisco, CA 94111 415-477-2700 2550 Fifth Avenue, Suite 115, San Diego, CA 921 03 619-685-3990 1720 8th Street, Sacramento, CA 9581 I 916-441 -6800 DGA PROJECT MANAGER Contact JON OHLSON Phone 619.685.3990 Email johlson@dga-sd.com OWNER IONIS PHARMACEUTICALS Contact WAYNE SANDERS Phone Phone Email wsanders@ionisph.com OWNER'S REPRESENTATIVE PMA Contact BEN WILSON Phone 619.519.1938 Email benw@pmainc.com CIVIL ENGINEER PLSA Contact GREG LANG Phone 858.259.8212 Email glang@plsaengineering.com LANDSCAPE ARCHITECT SPURLOCK Contact ERIN LEUGERS Phone 619.681.0090 Email eleugers@spurlock-land.com STRUCTURAL ENGINEER KPFF Contact AARON PEBLEY Phone 619.521.8500 Email aaron.pebley@kpff.com PLUMBING, MECHANICAL, ELECTRICAL ENGINEER EXP Contact BRUCE ANDERSON Phone 858.597.0555 Email bruce.anderson@EXP.com GENERAL CONTRACTOR BN BUILDERS Contact NICK REIKOW Phone Phone Email Nick.Reikow@bnbuilders.com CLIENT LOGO 10N1s KEY PLAN STAMP REVISIONS ' I I ' I NO. DESCRIPTION B SCHEMATIC DESIGN DESIGN DEVELOPMENT I ' I I ' I C IONIS PHARMACEUTICALS SHELL/TENANT IMPROVEMENT , , , , DATE 10.14.2022 12.12.2022 CLIENT PROJECT ADDRESS 2850 GAZELLE COURT, CARLSBAD, CA 92010 PROJECT NO. PRJ-21004 TITLE OVERALL ROOF PLAN -ROOF LEVEL AP140 ATTACHMENT 1c 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:______________ 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 x x x DCV = __________ (cubic feet) 3. Calculate the DCV using worksheet B-2.1. 10,507 (2.32 ac irrigated) x (390 gal/ac-36hr) x (0.13368 cuft/gal) = 121 cuft/36hr Landscape Irrigation [Provide a summary of calculations here] B.3.2. for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section 2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance 1t 1t ~ ¢::l ¢:I □ □ □ ATTACHMENT 1d Appendix I: Forms and Checklists I-3 February 2016 Categorization of Infiltration Feasibility Condition Form I-8 Part 1 - Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No 1 Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. X Provide basis: As discussed in Sections 4 and 8.13 of the update geotechnical report, the lot consists of dense to very stiff compacted fill overlying hard granitic rock. The bedrock is also exposed at grade. After planned grading, the compacted fill will be approximately 5 to 40 feet thick and bedrock will also be near or at grade. Previous infiltration testing performed on other lots within the Carlsbad Oaks North Business Park with similar soil conditions (see Geocon Inc., report titled Update Geotechnical Report, Carlsbad Oaks North Business Park – Lot 17, Carlsbad, California, dated March 25, 2016 (Geocon Project No. 06442-32-21) indicated a factored infiltration rate between 10-4 to 10-1 iph (after applying a feasibility factor of safety of 2). 2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. X Provide basis: The site is underlain by dense to very stiff compacted fill overlying hard granitic rock. After planned grading, the compacted fill will be approximately 5 to 40 feet thick and bedrock will also be near or at grade. Based on existing and ultimate geologic conditions, infiltration could not be incorporated without increasing the risk of geotechnical hazards including uncontrolled water lateral migration, slope instability, shrinking and swelling, induced hydro- compression of the fill and water migration within pipe zone of underground utilities. Appendix I: Forms and Checklists I-4 February 2016 Form I-8 Page 2 of 4 Criteria Screening Question Yes No 3 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. X Provide basis: Groundwater is not located within 10 feet of proposed BMP basins. The risk of storm water infiltration adversely impacting groundwater is considered negligible. 4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Researching downstream water rights and evaluating water balance issues to stream flows is beyond the scope of the geotechnical engineer. Part 1 Result * If all answers to rows 1 - 4 are “Yes” a full infiltration design is potentially feasible. The feasibility screening category is Full Infiltration If any answer from row 1-4 is “No”, infiltration may be possible to some extent but would not generally be feasible or desirable to achieve a “full infiltration” design. Proceed to Part 2 NO *To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings. Appendix I: Forms and Checklists I-5 February 2016 Form I-8 Page 3 of 4 Part 2 – Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No 5 Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. X Provide basis: The site is underlain by dense to very stiff compacted fill overlying hard granitic rock. After planned grading, the compacted fill will be approximately 5 to 40 feet thick. The bedrock is also exposed at grade. Previous infiltration testing performed on other lots within the Carlsbad Oaks North Business Park with similar soil conditions (see Geocon Inc., report titled Update Geotechnical Report, Carlsbad Oaks North Business Park – Lot 17, Carlsbad, California, dated March 25, 2016 (Geocon Project No. 06442-32-21) indicated a factored infiltration rate between 10-4 to 10-1 iph (after applying a feasibility factor of safety of 2). Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. 6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. X Provide basis: The site is underlain by dense to very stiff compacted fill overlying hard granitic rock. After planned grading, the compacted fill will be approximately 5 to 40 feet thick and bedrock will also be near or at grade. Based on existing and ultimate geologic conditions, infiltration could not be incorporated without increasing the risk of geotechnical hazards including uncontrolled water lateral migration, slope instability, shrinking and swelling, induced hydro-compression of the fill and water migration within pipe zone of underground utilities. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. Appendix I: Forms and Checklists I-6 February 2016 Form I-8 Page 4 of 4 Criteria Screening Question Yes No 7 Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. X Provide basis: Groundwater is not located within 10 feet of proposed BMP basins. The risk of storm water infiltration adversely impacting groundwater is considered negligible. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. 8 Can infiltration be allowed without violating downstream water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Researching downstream water rights and evaluating water balance issues to stream flows is beyond the scope of the geotechnical engineer. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. Part 2 Result* If all answers from row 5-8 are yes then partial infiltration design is potentially feasible. The feasibility screening category is Partial Infiltration. If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is No Infiltration. No Infiltration *To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings. ATTACHMENT 1e Category # Description i ii iii iv v vi Units 1 Drainage Basin ID or Name DMA-1 DMA-2 DMA-3 DMA-4 DMA-5 DMA-6 unitless 2 85th Percentile 24-hr Storm Depth 0.64 0.64 0.64 0.64 0.64 0.64 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 40,346 55,357 27,985 64,946 7,209 14,080 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30)sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) 39,014 16,691 6,872 17,232 3,656 3,548 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 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 79,360 72,048 34,857 82,178 10,865 17,628 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.51 0.71 0.74 0.73 0.63 0.74 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.51 0.71 0.74 0.73 0.63 0.74 unitless 26 Initial Design Capture Volume 2,159 2,728 1,376 3,199 365 696 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 0 0 0 0 sq-ft 28 Total Pervious Dispersion Area 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 ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.51 0.71 0.74 0.73 0.63 0.74 unitless 32 Design Capture Volume After Dispersion Techniques 2,159 2,728 1,376 3,199 365 696 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.51 0.71 0.74 0.73 0.63 0.74 unitless 36 Final Effective Tributary Area 40,474 51,154 25,794 59,990 6,845 13,045 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 2,159 2,728 1,376 3,199 365 696 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 Units 1 Drainage Basin ID or Name DMA-1 DMA-2 DMA-3 DMA-4 DMA-5 DMA-6 unitless 2 85th Percentile Rainfall Depth 0.64 0.64 0.64 0.64 0.64 0.64 inches 3 Predominant NRCS Soil Type Within BMP Location D D D D D D unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted Restricted Restricted Restricted Restricted Restricted unitless 5 Nature of Restriction Slopes Slopes Slopes Slopes Slopes Slopes unitless 6 Do Minimum Retention Requirements Apply to this Project? Yes Yes Yes Yes Yes Yes yes/no 7 Are Habitable Structures Greater than 9 Stories Proposed? No No No No No No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis? No No No No No No yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 0.000 0.000 0.000 0.000 0.000 in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% percentage 12 Fraction of DCV Requiring Retention 0.01 0.01 0.01 0.01 0.01 0.01 ratio 13 Required Retention Volume 22 27 14 32 4 7 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 Units 1 Drainage Basin ID or Name DMA-1 DMA-2 DMA-3 DMA-4 DMA-5 DMA-6 sq-ft 2 Design Infiltration Rate Recommended 0.000 0.000 0.000 0.000 0.000 0.000 in/hr 3 Design Capture Volume Tributary to BMP 2,159 2,728 1,376 3,199 365 696 cubic-feet 4 Is BMP Vegetated or Unvegetated?Vegetated Vegetated Vegetated Vegetated unitless 5 Is BMP Impermeably Lined or Unlined?Lined Lined Lined Lined unitless 6 Does BMP Have an Underdrain?Underdrain Underdrain Underdrain Underdrain unitless 7 Does BMP Utilize Standard or Specialized Media?Standard Standard Standard Standard unitless 8 Provided Surface Area 1,811 1,795 1,167 2,030 sq-ft 9 Provided Surface Ponding Depth 12 18 12 12 inches 10 Provided Soil Media Thickness 21 21 21 21 inches 11 Provided Gravel Thickness (Total Thickness)21 21 21 21 inches 12 Underdrain Offset 3 3 3 3 inches 13 Diameter of Underdrain or Hydromod Orifice (Select Smallest)6.00 6.00 6.00 6.00 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 cubic-feet 19 Ponding Pore Space Available for Retention 0.00 0.00 0.00 0.00 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 unitless 21 Gravel Pore Space Available for Retention (Above Underdrain)0.00 0.00 0.00 0.00 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 unitless 23 Effective Retention Depth 2.25 2.25 2.25 2.25 0.00 0.00 inches 24 Fraction of DCV Retained (Independent of Drawdown Time)0.16 0.12 0.16 0.12 0.00 0.00 ratio 25 Calculated Retention Storage Drawdown Time 120 120 120 120 0 0 hours 26 Efficacy of Retention Processes 0.18 0.14 0.18 0.14 0.00 0.00 ratio 27 Volume Retained by BMP (Considering Drawdown Time)391 384 249 451 0 0 cubic-feet 28 Design Capture Volume Remaining for Biofiltration 1,768 2,344 1,127 2,748 365 696 cubic-feet 29 Max Hydromod Flow Rate through Underdrain 1.8908 2.0055 1.8908 1.8908 0.0000 0.0000 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 45.10 48.27 69.99 40.24 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 in/hr 32 Soil Media Filtration Rate to be used for Sizing 5.00 5.00 5.00 5.00 0.00 0.00 in/hr 33 Depth Biofiltered Over 6 Hour Storm 30.00 30.00 30.00 30.00 0.00 0.00 inches 34 Ponding Pore Space Available for Biofiltration 1.00 1.00 1.00 1.00 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 unitless 36 Gravel Pore Space Available for Biofiltration (Above Underdrain)0.40 0.40 0.40 0.40 0.40 0.40 unitless 37 Effective Depth of Biofiltration Storage 23.40 29.40 23.40 23.40 0.00 0.00 inches 38 Drawdown Time for Surface Ponding 2 4 2 2 0 0 hours 39 Drawdown Time for Effective Biofiltration Depth 5 6 5 5 0 0 hours 40 Total Depth Biofiltered 53.40 59.40 53.40 53.40 0.00 0.00 inches 41 Option 1 - Biofilter 1.50 DCV: Target Volume 2,652 3,516 1,690 4,123 548 1,044 cubic-feet 42 Option 1 - Provided Biofiltration Volume 2,652 3,516 1,690 4,123 0 0 cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 1,326 1,758 845 2,061 274 522 cubic-feet 44 Option 2 - Provided Storage Volume 1,326 1,758 845 2,061 0 0 cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 1.00 1.00 1.00 1.00 0.00 0.00 ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements?Yes Yes Yes Yes No No yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor)1.00 1.00 1.00 1.00 0.00 0.00 ratio 48 Deficit of Effectively Treated Stormwater 0 0 0 0 -365 -696 cubic-feet Retention Calculations Automated Worksheet B.3: BMP Performance (V2.0) False False BMP Inputs Biofiltration Calculations -This BMP does not fully satisfy the performance standards for pollutant control for the drainage area. False False False Result -Minimum annual retention criteria are not satisfied for each individual drainage area. Implement additional site design elements, increase structural BMP retention capacity, or demonstrate that such requirements are satisfied at the project-level. False Attention! 3925 Ionis Lots 21 and 22 DMA-5 (MWS-1) 4 DCV requiring treatment (Line 1 – Line 2 – 0.67xLine 3)DCV 366 cubic- feet 6 Design rainfall intensity i=0.20 in/hr 7 Area tributary to BMP (s)A= 0.25 acres 8 Area-weighted runoff factor (estimate using Appendix B.2) C= 0.63 unitless 9 Calculate Flow Rate = AF x (C x i x A)Q=0.031 cfs Required Treatment Flow Rate 1.5Q=0.047 cfs DMA-6 (MWS-2) 4 DCV requiring treatment (Line 1 – Line 2 – 0.67xLine 3)DCV 395 cubic- feet 6 Design rainfall intensity i=0.20 in/hr 7 Area tributary to BMP (s)A=0.40 acres 8 Area-weighted runoff factor (estimate using Appendix B.2) C= 0.74 unitless 9 Calculate Flow Rate = AF x (C x i x A)Q=0.060 cfs Required Treatment Flow Rate 1.5Q=0.090 cfs MWS Design Flows Worksheet B.6-1 4/3/2023 MWS Design Flows Worksheet B.6-1 STANDARD DETAIL STORMWATER BIOFILTRATION SYSTEM MWS-L-4-4-4'-2"-V FOR PATENT INFORMATION, GO TO www.ContechES.com/IP SITE SPECIFIC DATA PLAN VIEW ELEVATION VIEW RIGHT END VIEW LEFT END VIEW GENERAL NOTES INSTALLATION NOTES PROJECT NUMBER 716903 PROJECT NAME IONIS PHARMACEUTICALS LOT 21 AND LOT 22 PROJECT LOCATION CARLSBAD, CA STRUCTURE ID MWS-1 TREATMENT REQUIRED VOLUME BASED (CF) FLOW BASED (CFS) N/A 0.047 TREATMENT HGL AVAILABLE {FT) N/K PEAK BYPASS REQUIRED (CFS) -IF APPLICABLE OVERT PIPE DATA I.E. MATERIAL DIAMETER INLET PIPE 1 418.93 PVC 8n INLET PIPE 2 N/A N/A N/A OUTLET PIPE 416.75 PVC 8" PRETREATMENT BIOFILTRA TION DISCHARGE RIM ELEVATION 421.00 421.00 421.00 SURFACE LOAD PEDESTRIAN N/A PEDESTRIAN FRAME & COVER 24" X 42" OPEN PLANTER N/A WETLANDMEDIA VOLUME {CY) 0.86 ORIFICE SIZE (DIA. INCHES) ¢1.01" NOTES: PRELIMINARY NOT FOR CONSTRUCTION. EOR TO SET OVERT IN UPSTREAM CATCH BASIN WITH I.E. OUT AT 419. 18. 1. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS' SPECIFICATIONS, UNLESS OTHERWISE STATED IN MANUFACTURER'S CONTRACT. 2. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6 n LEVEL ROCK BASE UNLESS SPECIFIED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE FOR VERIFYING PROJECT ENGINEER'S RECOMMENDED BASE SPECIFICATIONS. 4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE {PIPES CANNOT INTRUDE BEYOND FLUSH}. INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL PIPES SHALL BE SEALED WATERTIGHT PER MANUFACTURER'S STANDARD CONNECTION DETAIL. 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL PIPES, RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO USE GROUT AND/OR BRICKS TO MATCH COVERS WITH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. 6. VEGETATION SUPPLIED AND INSTALLED BY OTHERS. ALL UNITS WITH VEGETATION MUST HAVE DRIP OR SPRAY IRRIGATION SUPPLIED AND INSTALLED BY OTHERS. 7. CONTRACTOR RESPONSIBLE FOR CONTACTING BIO CLEAN FOR ACTIVATION OF UNIT. MANUFACTURER'S WARRANTY IS VOID WITHOUT PROPER ACTIVATION BY A BIO CLEAN REPRESENTATIVE. 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT BIO CLEAN. DRAIN DOWN UN£ PRE-RLTER CARTRIDGE ~ c.:; PATENTED PERIMETER VOID AREA 421.00 RIM/FG IE OUT 6-~1 1~4•-0·~1 1~6" ~s·-o·~ PROPRIETARY AND CONFIDENTIAL: THE INFORIIATION CONTAINED IN THIS OOCUMENT IS THE SOLE PROPERTY OF FORTERRA ANO ITS COMPANIES. THIS OOCUMENT. NOR ANY PAlff THEREOF, A44Y BE USED, REPRODUCED OR MOOIRED IN ANY A44NNER WITH OUT THE WRITTEN CONSENT OF FORTERRA. VEGETATION~ Pl.ANT ESTABLISHMENT MEDIA • It) s·-o· TREATMENT FLOW (CFS) OPERATING HEAD {FT) " TCH ~ " " wao I ,I ' ..... PRETREATMENT LOADING RATE {GPM/SF) c,1~NTECH® ENGINEERED SOLUTIONS LLC www.ConlechES.com WETLAND MEDIA LOADING RATE {GPM/SF) 0.047 3.1 1.6 1.0 STANDARD DETAIL STORMWATER BIOFILTRATION SYSTEM MWS-L-4-8-4'-0"-V FOR PATENT INFORMATION, GO TO www.ContechES.com/IP SITE SPECIFIC DATA PLAN VIEW ELEVATION VIEW RIGHT END VIEW LEFT END VIEW GENERAL NOTES INSTALLATION NOTES PROJECT NUMBER 716903 PROJECT NAME IONIS PHARMACEUTICALS LOT 21 AND LOT 22 PROJECT LOCATION CARLSBAD, CA STRUCTURE ID MWS-2 TREATMENT REQUIRED VOLUME BASED (CF) FLOW BASED (CFS) N/A 0.09 TREATMENT HGL AVAILABLE {FT) N/K PEAK BYPASS REQUIRED (CFS) -IF APPLICABLE OVERT PIPE DATA I.E. MATERIAL DIAMETER INLET PIPE 1 398.50 PVC Bn INLET PIPE 2 N/A N/A N/A OUTLET PIPE 396.42 PVC 8" PRETREATMENT BIOFILTRA TION DISCHARGE RIM ELEVATION 400.50 400.50 400.50 SURFACE LOAD PEDESTRIAN N/A PEDESTRIAN FRAME & COVER 36" X 36" OPEN PLANTER N/A WETLANDMEDIA VOLUME {CY) 2.03 ORIFICE SIZE (DIA. INCHES) ¢1.49" NOTES: PRELIMINARY NOT FOR CONSTRUCTION. EOR TO SET OVERT IN UPSTREAM CATCH BASIN WITH I.E. OUT AT 398.75. 1. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS' SPECIFICATIONS, UNLESS OTHERWISE STATED IN MANUFACTURER'S CONTRACT. 2. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6" LEVEL ROCK BASE UNLESS SPECIFIED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE FOR VERIFYING PROJECT ENGINEER's RECOMMENDED BASE SPECIFICATIONS. 4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE (PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL PIPES SHALL BE SEALED WATERTIGHT PER MANUFACTURER'S STANDARD CONNECTION DETAIL. 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL PIPES, RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO USE GROUT AND/OR BRICKS TO MATCH COVERS WITH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. 6. VEGETATION SUPPLIED AND INSTALLED BY OTHERS. ALL UNITS WITH VEGETATION MUST HAVE DRIP OR SPRAY IRRIGATION SUPPLIED AND INSTALLED BY OTHERS. 7. CONTRACTOR RESPONSIBLE FOR CONTACTING BIO CLEAN FOR ACTIVATION OF UNIT. MANUFACTURER'S WARRANTY IS VOID WITHOUT PROPER ACTIVATION BY A BIO CLEAN REPRESENTATIVE. 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT BIO CLEAN. PATENTED PERIMETER VOID AREA DRAIN DOWN UNE INLET PIPE SEE NOTES 398.50 IE IN C/L VERTICAL UNDERDRAIN MANIFOLD 400.50 RIM/FG PROPRIETARY AND CONFIDENTIAL: THE INFORIIATION CONTAINED IN THIS OOCUMENT IS THE SOLE PROPERTY OF FORTERRA ANO ITS COMPANIES. THIS OOCUMENT. NOR ANY PAlff THEREOF, A44Y BE USED, REPRODUCED OR MOOIRED IN ANY A44NNER WITH OUT THE WRITTEN CONSENT OF FORTERRA. VEGETATION-..........:_ Pl.ANT ESTABLISHMENT MEDIA C(1j NTECH® ENGINEERED SOLUTIONS LLC www.ConlechES.com TREATMENT FLOW (CFS) OPERATING HEAD {FT) PRETREATMENT LOADING RATE {GPM/SF) WETLAND MEDIA LOADING RATE {GPM/SF) 0.102 3.0 1.8 1.0 BIO CLEAN SYSTEM LOCATION JMY VARY DVERT OUTLET LOW FLOWS (,s• PIPE) TO BIO CLEAN SYSTEM LOCATION JMY VARY PEAK FLOW OUTLET LOCATION JMY VARY ELEVATION PER CIVIL PLANS DVERT OIJTLET LOW FLOWS (,s• PIPE) TO BIO CLEAN SYSTEM LOCATION JMY VARY ◄ LOW FLOW OUTLET TOP OF CURB --- BYPASS OUTLET ELEVATION PER CIVIL PLANS LOCATION JMY VARY INSTALLATION NOTES r __ _ ------- _______ J --- CURB INLET/CATCH BASIN PER CIVIL PLANS SUPPUED BY OTHERS ELEVATION VIEW 1. DVERT TO BE CONNECTED TO CONCRETE BELOW CURB OPENING USING 316 STAINLESS STEEL {MIN 1/4") DRIVE PIN ANCHORS SPACED 12" ON CENTER AND 316 STAINLESS STEEL RIVETS {MIN 3/16"). 2. ALL SEAMS BETWEEN DVERT AND CONCRETE SHALL BE FILLED WITH WATERTIGHT CONCRETE FILLER AND/OR SILICONE SEALANT. 3. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE. PIPES CANNOT INTRUDE BEYOND FLUSH. INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH THE FLOWLINE OF THE DVERT. ALL PIPES SHALL BE SEALED WATERTIGHT PER MANUFACTURER'S STANDARD CONNECTION DETAIL. 4. CONTRACTOR RESPONSIBLE FOR CONTACTING BIO CLEAN FOR ACTIVATION OF MODULAR WETLANDS {MWS} UNIT. MANUFACTURER'S WARRANTY IS VOID WITHOUT PROPER ACTIVATION BY A BIO CLEAN REPRESENTATIVE. SITE CURB AND GUTTER PER CIVIL PLANS SUPPUED BY OTHERS r-10·-i I It __ Ll OVERT END VIEW I-- - - - - - - - --, ALTERNATE CONFIGURATIONS CONTACT BIO CLEAN FOR ADDITIONAL CUSTOM CONFIGURATIONS LIMITS OF OPTIONAL CURB INLET WING I I \ I : -~ I - - -.J \ I I I L ____ -:-+ -. I ----- SECTION VIEW CURB INLET/CATCH BASIN BIO CLEAN DVERT MIN. SLOPE 0.50% ---------◄ ---= -------◄ -:.,: ~-MAXIMUM LOW FLOW DIVERSION (CFS) t LOW FLOW OUTLET PIPE SIZE {INCHES) ISOMETRIC VIEW STATIC HEAD (INCHES) SAFETY FACTOR 0.74 2 PROPRIETARY AND CONFIDENTIAL: A_ THE INFORUATTON CONTAINED IN THIS OOCUMENT IS THE SOLE 8 ·10 .I4\._••v• CI ea n PROPERTY OF FORTERRA AND ITS COMPANIES. THIS DOCUMENT, ~ OVERT DVT-10-8 MODULAR TROUGH DIVERSION SYSTEM NOR ANY PART THEREOF, UAY 8£ USED, REPRODUCED OR MODIFIED IN ANY MANNER WITH our THE WRITTEN CONSENT OF FORTERRA. A F'orterra Com STANDARD DETAIL ATTACHMENT 1f 3925 Ionis Lots 21 and 22 Trash Capture Design Flow Rate Calculation Q = Design flow rate (cfs) C = Runoff factor, area-weighted estimate using Table B.1-1 i = Rainfall intensity (in/hr) for the 1-yr 1hr storm Trash Capture-1 (DMA 1, 5, 11) 1 Design rainfall intensity i=0.471 in/hr 2 Area tributary to BMP A=2.18 acres 3 Area-weighted runoff factor C=0.50 unitless 4 Calculate Flow Rate = C x i x A Q=0.514 cfs Trash Capture-2 (DMA 6, 7) 1 Design rainfall intensity i=0.471 in/hr 2 Area tributary to BMP A=0.78 acres 3 Area-weighted runoff factor C=0.45 unitless 4 Calculate Flow Rate = C x i x A Q=0.165 cfs Trash Capture-3 (DMA 2, 3, 4, 8, 9, 10) 1 Design rainfall intensity i=0.471 in/hr 2 Area tributary to BMP A=4.92 acres 3 Area-weighted runoff factor C=0.65 unitless 4 Calculate Flow Rate = C x i x A Q=1.515 cfs Trash Capture Design Flows 4/3/2023 A = Tributary area (ac) which includes the total area draining to the trash capture BMP, including any offsite or onsite areas that comingle with project runoff and drain to the trash capture BMP. Trash Capture Design Flows Trash Capture Design Flows P.O. Box 85430 │ San Diego, California 92186 │ (619) 821-1558 │www.wearebrightwater.com December 01, 2020 Mr. Jaime Favila California State Water Resources Control Board Division of Water Quality P.O. Box 100 Sacramento, CA 95812-0100 Jaime.Favila@waterboards.ca.gov Re: Application for Trash Treatment Control Device Certification - BrightWaterTM Connector Pipe Screen Dear Mr. Favila, BrightWaterTM is pleased to submit this application for Certification of the BrightWaterTM Connector Pipe Screen as a Full Capture Trash Treatment Control Device. Documentation for this application is being submitted in accordance with the California State Water Resources Control Board Trash Treatment Control Device Certification and Fact Sheet Update Requirements document dated July 2020 that includes the following minimum requisite sections: 1. Cover Letter 2. Table of Contents 3. Physical Description 4. Installation Guidance 5. Operation and Maintenance Information 6. Vector Control Accessibility 7. Reliability Information 8. Field/Lab Testing Information and Analysis A copy of this Application has been submitted to the Mosquito and Vector Control Association of California in accordance with Section 6.a of the Certification Requirements. Please contact me with any questions or should additional information be required. Thank you for your consideration of this application. Regards, Marie Clifford President 0 Bright Water 2 1. COVER LETTER 1.a. Device product name and general description; The BrightWaterTM Connector Pipe Screen (CPS) is a post-construction, stormwater Best Management Practice (BMP) designed to capture 100% of trash and debris 5mm and larger in size from stormwater systems. The device, which consists of a filtration screen and mounting framework, installs in front of the outlet pipe (connector pipe) of a curb inlet or drop inlet catch basin and screens for gross pollutants such as trash and debris effectively converting an existing or new catch basin into a treatment device. The CPS is an economical point source treatment system suitable for new and existing stormwater infrastructure The device is available in standard configurations to fit outlet pipe sizes up to 36-inch diameter. Standard “U” shaped configurations are designed to fit in catch basins with centered outlets and “L” shaped configurations are designed to fit in catch basins with off-center and corner outlets. A mandatory Deflector Plate Assembly is available for applications with incoming flow directly above the Connector Pipe Assembly. 1.b. The name of the Device owner; The name of the Device owner or if the Device is owned by a corporation, the name and position of the highest corporate officer (e.g., CEO or president). If the application is signed by the owner’s authorized representative (e.g., vice-president, department director, etc.), identify the name and position of the authorized representative. The contact information for the Device owner and authorized representative shall include the mailing address, email address, and telephone number; The Device is owned by BrightWaterTM. Corporate Contact: Marie Clifford President BrightWaterTM P.O. Box 85430 San Diego, California 92186 (619) 821-1558 mclifford@wearebrightwater.com 1.c. The owner or manufacturer’s website where the Device can be found on the internet; www.wearebrightwater.com 3 1.d. The location of the Device manufacturing site; BrightWaterTM utilizes a combination of contract manufacturers and component suppliers to produce the Connector Pipe Screen stormwater treatment system. These partner facilities are located throughout the United States and BrightWaterTM selects the facility used based on proximity to the project as well as other factors. The facilities utilized for any particular project are selected to provide the most cost effective and convenient solution. BrightWaterTM currently retains four partner manufacturing facilities strategically located throughout the country. The facility that serves the California market is located at 2285 Micro Place, Escondido, California 92029. 1.e. A brief summary of any field/lab testing results that demonstrates the device functions as described within the application; No field/lab/testing has been completed. The BrightWaterTM Connector Pipe Screen stormwater treatment system utilizes a screen that is made from perforated stainless steel mesh that has an aperture not greater than 3/16” (5mm). All design flows must pass though the screen ensuring capture of all particles 5mm in size or larger and as such testing is not compulsory. 1.f. A brief summary of the device limitations, and operational, sizing, and maintenance considerations; The BrightWaterTM Connector Pipe Screen is a pre-engineered filtration system designed to meet site-specific water quality treatment requirements. Conformance with the Engineer’s Plans and Specifications and the Manufacturer’s recommendations is essential to ensure proper operation and function of the Device. The BrightWaterTM Connector Pipe Screen mounting brackets, structural framing, hardware, and screen are manufactured using stainless steel components to provide for a long service life treatment system. The materials selected are intended to serve a wide variety of applications and are the most durable materials available for stormwater treatment devices. Conformance to installation recommendations are required to ensure the design service life of the Device is maintained. BrightWaterTM Connector Pipe Screens should be sized to meet site and region specific water quality objectives and requirements. Systems that are not designed and installed in conformance within the maximum treatment flow rate and maximum bypass flow rate limits can cause adverse hydraulic conditions. Additionally, non-conformance with the Device design limits may cause non-compliance with the water quality objectives and requirements. All structural, post-construction Best Management Practices require routine and scheduled inspection and maintenance. Inspection and maintenance is facilitated by the design of the 4 Device. The design of the Device allows for quick and easy inspection and maintenance. Project design considerations for maintenance frequency should be a consideration. 1.g. A description or list of locations, if any, where the device has been installed. Include the name and contact information of as many as three municipality(s) purchasing the Device, and Installations of the Trash Capture version of this device are pending SWRCB Certification. 1.h. The application shall be signed by the owner or authorized representative (not the technical or sales representative) and include the following certification: I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons that manage the system or those persons directly responsible for gathering the information, to the best of my knowledge and belief, the information submitted is, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. _______________________________________________ 12/01/2020 Marie Clifford, President Date 5 2. TABLE OF CONTENTS Contents 1. COVER LETTER .............................................................................................................. 2 1.a. Device product name and general description; ................................................................ 2 1.b. The name of the Device owner; ....................................................................................... 2 1.c. The owner or manufacturer’s website where the Device can be found on the internet; .. 2 1.d. The location of the Device manufacturing site; ............................................................... 3 1.e. A brief summary of any field/lab testing results that demonstrates the device functions as described within the application;...................................................................................... 3 1.f. A brief summary of the device limitations, and operational, sizing, and maintenance considerations; .................................................................................................................. 3 1.g. A description or list of locations, if any, where the device has been installed. Include the name and contact information of as many as three municipality(s) purchasing the Device, and .................................................................................................................................... 4 1.h. The application shall be signed by the owner or authorized representative (not the technical or sales representative) and include the following certification: ...................... 4 2. TABLE OF CONTENTS .................................................................................................. 5 Contents ....................................................................................................................................... 5 3. PHYSICAL DESCRIPTION ............................................................................................ 7 3.a. Trash Capture: .................................................................................................................. 7 3.b. Peak Flows/Trash Volumes:............................................................................................. 8 3.c. Hydraulic Capacity:.......................................................................................................... 9 3.d. Comparison Table: ......................................................................................................... 12 3.e. Design Drawings: ........................................................................................................... 15 3.f. Alternative Configurations: ............................................................................................ 15 3.g. Internal Bypass ............................................................................................................... 19 3.h. Previously Trapped Trash: ............................................................................................. 19 3.i. Calibration Feature: ........................................................................................................ 20 3.j. Photos: ............................................................................................................................ 20 3.k. Material Type: ................................................................................................................ 21 3.l. Design Life: .................................................................................................................... 22 4. INSTALLATION GUIDANCE ...................................................................................... 22 4.a. Standard Device installation procedures including calibration instructions if applicable; 22 4.b. Description of Device installation limitations and/or non-standard Device installation procedures; and .............................................................................................................. 23 6 4.c. Methods for diagnosing and correcting installation errors; and ..................................... 23 5. OPERATION AND MAINTENANCE INFORMATION ........................................... 24 5.a. Inspection procedures and frequency considerations. .................................................... 24 5.b. Description of maintenance frequency considerations related to the Device’s hydraulic capacity at various levels of trash capture volumes (see section 3.c above);................. 26 5.c. Maintenance procedures, including procedures to clean the trash capture screen. ........ 27 5.d. Essential equipment and materials for proper maintenance activities; .......................... 28 5.e. Description of the effects of deferred maintenance on Device structural integrity, performance, odors, etc.; and ......................................................................................... 28 5.f. Repair procedures for the Device’s structural components. .......................................... 29 6. Vector Control Accessibility ........................................................................................... 29 6.a. The date the Device application was submitted for vector control accessibility design verification via email to the Mosquito Vector Control Association of California (MVCAC <trashtreatment@mvcac.org>);..................................................................... 29 6.b. Description and/or video link that demonstrates how mosquito vector control personnel can readily access the bottom of the storm water vault and/or Device for visual observation and mosquito treatment; and....................................................................... 29 6.c. The MVCAC Letter of Verification as an attachment to the application when it becomes available. This letter shall verify that the design allows full visual access for presence of standing water and treatment of mosquitoes when necessary. Table of contents shall note the MVCAC approval letter. .......................................................................................... 31 7. RELIABILITY INFORMATION .................................................................................. 32 7.a. Estimated design life of Device components before major overhaul; ........................... 32 7.b. Warranty Information; and ............................................................................................. 32 7.c. Customer support information. ...................................................................................... 32 8. FIELD/LAB TESTING INFORMATION AND ANALYSIS. .................................... 32 8.a. For Devices with 5mm screening, any available field/lab testing information that demonstrates the Device functionality and performance; and ....................................... 32 8.b. If the Device does not include a 5mm screen, adequate field/lab testing information that demonstrates the Device captures trash particles of 5mm or greater. ............................ 32 APPENDIX A (DRAWINGS) .................................................................................................... 33 APPENDIX B (SPECIFICATIONS)......................................................................................... 44 APPENDIX C (INSTALLATION) ............................................................................................ 54 APPENDIX D (I&M MANUAL) ............................................................................................... 68 APPENDIX E (MVCAC CERTIFICATION).......................................................................... 80 APPENDIX F (WARRANTY) ................................................................................................... 82 7 3. PHYSICAL DESCRIPTION 3.a. Trash Capture: Describe how the Device traps all trash particles 5 mm or greater in size; The Connector Pipe Screen is a passive, gravity-flow device with no moving parts. Operation is simple and efficient. Pollutant laden stormwater enters the curb opening and travels towards the outlet pipe (connector pipe) where the stormwater encounters the Connector Pipe Screen perforated mesh screen face. The CPS is installed in the catch basin such that all stormwater flows (of a prescribed size) must pass through the screen before exiting the catch basin. Stormwater is screened of all material 5mm and larger in size as the water passes through the screen. Once screened, the stormwater freely exits the catch basin through the outlet pipe. The trash and debris. 5mm in size and larger, remains in the catch basin on the upstream side of the Connector Pipe Screen. The Connector Pipe Screen is designed to treat flows up to the listed Maximum Treatment Flow Rate (MTFR) for that specific device. Peak flows in excess of the Maximum Treatment Flow Rate overtop the Connector Pipe Screen and flow unobstructed to the Outlet Pipe. (See Figure 1.) In some instances, the outlet pipe may be located directly beneath of the catch basin curb opening inlet or the catch basin being outfitted with the CPS is a drop inlet style with a grate. In either instance the incoming stormwater flows must be prevented from short- circuiting the Connector Pipe Screen. This is accomplished by installing a Deflector Plate Assembly to operate in conjunction with the Connector Pipe Screen. (See Figure 2.) With the Deflector Plate Assembly in place, pollutant laden stormwater enters the curb opening (or grated opening) and first encounters the Deflector Plate Assembly. The Deflector Plate Assembly diverts the water away from the CPS bypass opening. The stormwater then travels through the catch basin and towards the outlet pipe (connector pipe) where the stormwater encounters the Connector Pipe Screen perforated mesh screen face. The CPS is installed in the catch basin such that all stormwater flows (of a prescribed size) must pass = INCOMING FLOW = SCREENED FLOW = BYPASS FLOW Curb Inlet Catch Basin Back Outlet - CPS (Section View) Outlet Connector Pipe Screen Figure 1 - Operation of Connector Pipe Screen 8 through the screen before exiting the catch basin. Stormwater is screened of all material 5mm and larger in size as the water passes through the screen. Once screened, the stormwater freely exits the catch basin through the outlet pipe. The trash and debris. 5mm in size and larger, remains in the catch basin on the upstream side of the Connector Pipe Screen. The Connector Pipe Screen is designed to treat flows up to the listed Maximum Treatment Flow Rate (MTFR) for that specific device. Peak flows in excess of the Maximum Treatment Flow Rate overtop the Connector Pipe Screen and flow beneath of the Deflector Plate Assembly unobstructed to the Outlet Pipe. Consideration must be given to the location and elevation of the Deflector Plate Assembly with regard to necessary bypass and projection of incoming stormwater flows. 3.b. Peak Flows/Trash Volumes: Explain how the Device is sized for varying peak flow rates and trash capture volumes. The Device has two variable characteristics that all for sizing for varying peak flow rates and trash capture volumes. The width of the CPS and the height of the CPS can be varied to accommodate for various flow requirements and trash capture requirements. Wider CPS units and taller CPS units provide for increased screen area and thus increased hydraulic capacity. Table 3 and Table 4 in Section 3.c. list the most commonly utilized models of CPS units along with their respective screen widths, heights and areas. These tables should be utilized for selection of the appropriate CPS unit for a given application. The required Trash treatment flow rate and trash capture volume should first be determined and then the appropriate model selected so that the required treatment flow rate and trash capture volume does not exceed the listed capacity of the CPS unit. Consideration should be given to maintenance as well as reduced capacity for screen blockage. = INCOMING FLOW = SCREENED FLOW = BYPASS FLOW Curb Inlet Catch Basin Front Outlet - CPS (Section View) Deflector Plate Assembly Outlet Pipe Connector Pipe Screen Figure 2 - Operation of Connector Pipe Screen with Deflector Plate Assembly 9 3.c. Hydraulic Capacity: 1) For all standard sizes, provide a table of the hydraulic capacity (flow rate) when the Device is empty and at several intervals of trash capture volumes up to the Device’s recommended maximum trash capture volume; Table 1 and Table 2 list standard models with treatment flow rates based on various levels of screen blockage. Please note that trash capture volume and screen blockage can be directly related but trash may not always be evenly distributed in the catch basin thus screen blockage was utilized as a more conservative approach. Table 1 HYDRAULIC CAPACITY W/ SCREEN BLOCKAGE "U" CONFIGURATION Model Number MTFR (Clean)1 MTFR (75% Open)1 MTFR (50% Open)1 MTFR (25% Open)1 Model No. (cfs) (cfs) (cfs) (cfs) BWCPS-2112SU 2.79 1.81 0.99 0.35 BWCPS-2118SU 5.13 3.33 1.81 0.64 BWCPS-2124SU 7.89 5.13 2.79 0.99 BWCPS-2130SU 11.03 7.16 3.90 1.38 BWCPS-2136SU 14.50 9.42 5.13 1.81 BWCPS-2412SU 3.19 2.07 1.13 0.40 BWCPS-2418SU 5.86 3.81 2.07 0.73 BWCPS-2424SU 9.02 5.86 3.19 1.13 BWCPS-2430SU 12.61 8.19 4.46 1.58 BWCPS-2436SU 16.57 10.76 5.86 2.07 BWCPS-3612SU 4.78 3.11 1.69 0.60 BWCPS-3618SU 8.79 5.71 3.11 1.10 BWCPS-3624SU 13.53 8.79 4.78 1.69 BWCPS-3630SU 18.91 12.28 6.68 2.36 BWCPS-3636SU 24.86 16.14 8.79 3.11 BWCPS-4212SU 5.58 3.62 1.97 0.70 BWCPS-4218SU 10.25 6.66 3.62 1.28 BWCPS-4224SU 15.78 10.25 5.58 1.97 BWCPS-4230SU 22.06 14.33 7.80 2.76 BWCPS-4236SU 29.00 18.83 10.25 3.62 BWCPS-4812SU 6.38 4.14 2.25 0.80 BWCPS-4818SU 11.72 7.61 4.14 1.46 BWCPS-4824SU 18.04 11.72 6.38 2.25 BWCPS-4830SU 25.21 16.37 8.91 3.15 BWCPS-4836SU 33.14 21.53 11.72 4.14 This table lists commonly specified standard model sizes. Additional standard model sizes and custom sizes are available. 1. MTFR utilizes an orifice coefficient (C) of 0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 10 Table 2 HYDRAULIC CAPACITY W/ SCREEN BLOCKAGE "L" CONFIGURATION Model Number MTFR (Clean)1 MTFR (75% Open)1 MTFR (50% Open)1 MTFR (25% Open)1 Model No. (cfs) (cfs) (cfs) (cfs) BWCPS-2112L 2.27 1.48 0.80 0.28 BWCPS-2118L 4.17 2.71 1.48 0.52 BWCPS-2124L 6.43 4.17 2.27 0.80 BWCPS-2130L 8.98 5.83 3.18 1.12 BWCPS-2136L 11.81 7.67 4.17 1.48 BWCPS-2412L 2.60 1.69 0.92 0.32 BWCPS-2418L 4.77 3.10 1.69 0.60 BWCPS-2424L 7.35 4.77 2.60 0.92 BWCPS-2430L 10.27 6.67 3.63 1.28 BWCPS-2436L 13.49 8.76 4.77 1.69 BWCPS-3612L 3.90 2.53 1.38 0.49 BWCPS-3618L 7.16 4.65 2.53 0.89 BWCPS-3624L 11.02 7.16 3.90 1.38 BWCPS-3630L 15.40 10.00 5.44 1.92 BWCPS-3636L 20.24 13.15 7.16 2.53 BWCPS-4212L 4.54 2.95 1.61 0.57 BWCPS-4218L 8.35 5.42 2.95 1.04 BWCPS-4224L 12.85 8.35 4.54 1.61 BWCPS-4230L 17.96 11.67 6.35 2.25 BWCPS-4236L 23.61 15.34 8.35 2.95 BWCPS-4812L 5.19 3.37 1.84 0.65 BWCPS-4818L 9.54 6.20 3.37 1.19 BWCPS-4824L 14.69 9.54 5.19 1.84 BWCPS-4830L 20.53 13.34 7.26 2.57 BWCPS-4836L 26.99 17.53 9.54 3.37 This table lists commonly specified standard model sizes. Additional standard model sizes and custom sizes are available. 1. MTFR utilizes an orifice coefficient (C) of 0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 2) If the Device has alternative configurations that impact the hydraulic capacity, include a table of the hydraulic capacity for each Device configuration. The Device does not have any alternative configuration that impact the hydraulic treatment capacity. 11 3) If Hydraulic capacities are calculated, provide the formulas used and at least one example of the completed calculations. If hydraulic capacity was observed through laboratory or field testing, provide the testing report. The Device hydraulic capacities are calculated utilizing a similar method to the County of Los Angeles Department of Public works as detailed in “Technical Report – Connector Pipe Screen Design – Full Capture TMDL Compliance Screen and Bypass Sizing Requirements – April 2006”. The equation for treatment capacity and an example for one of the standard models is listed below: 𝑄𝑀𝑇𝐹𝑅=𝐶𝑑𝐴√2𝑓ℎ 𝑆𝐹 Where QMTFR = Maximum Treatment Flow Rate (cfs) Cd = Discharge Coefficient (0.60) – Based on orifice size and shape A = Area of orifice (sf) – sum of the open area of the screen perforations based on 51% open area g = gravitational acceleration constant (32.2ft/s2) h = head (ft) acting on the orifice centerline (difference of head upstream vs downstream of the screen – approximated as 2/3 of the available screen height) SF = Factor of Safety applied to the flow rate EXAMPLE: BWCPS-2118SU Screen Width = 21in Screen Height = 18in [2/3 screen height = 12in (1ft)] Screen Length = 2.78ft Screen Area = 4.17ft Net Open Screen Area = 2.13sf 𝑄𝑀𝑇𝐹𝑅= 0.60 ∗2.13𝑠𝑓√2 ∗32.2𝑓𝑠 𝑠2 ∗1𝑓𝑠 2 QMTFR = 5.13cfs 12 The Factor of Safety of 2X is intended to account for variables in the installation of the Device as well as any screen blockage that may occur between maintenance cycles. The Factor of Safety may be increased or decreased at the Engineer’s discretion based on site and storm drain system individual characteristics. All tables in this document and standard literature utilize a 2X Factor of Safety even Table 1 and Table 2 in Section 3.c. that specifically consider “additional” screen blockage. 3.d. Comparison Table: For all standard sizes, provide a table that includes the peak flow rates, and recommended maximum trash capture volume; Sizing charts for standard configuration and size BrightWaterTM Connector Pipe Screens are shown below in Table 3 and Table 4. The sizing charts list the characteristics and capacities for the standard BrightWaterTM Connector Pipe Screen models. This information includes model numbers, dimensions of the screen including screen area and open area, as well as the maximum treatment capacity (MTFR) for Full Capture trash removal and bypass capacities. Treatment and bypass flow rates assume certain standard conditions as listed in the footnotes for each table. These capacities are considerate of both resuspension of removed pollutants and screen blocking. A safety factor has been applied to the storage capacity and treatment capacity. The Tables additionally list the maximum storage capacity for trash. Because the Connector Pipe Screen can be applied in new or retrofit applications and catch basin sizes vary there are many variable trash storage capacities values achievable. The table lists one scenario based on a common catch basin size for the Southern California area. Other catch basins will yield different trash storage capacities and will have to be calculated on an individual bases. The Table includes the most commonly utilized standard sizes available. Other standard sizes are available as well as custom configurations. Characteristics and capacities for non- standard sizes will be determined on an as needed basis following the same guidelines and using the same empirically determined data for sizing of the standard configurations. 13 BrightWaterTM Curb Inlet Filter Capacities and Characteristics Table Table 3 STANDARD MODELS "U" CONFIGURATION Model Number Scree nWid th1 Screen Height Screen Length2 Screen Area3 Net Open Screen Area4 Maximum Treatment Flow Rate5 Trash Storage Capacit y6 Bypass Capacity 7 Model No. (in) (in) (ft) (ft2) (ft2) (cfs) (yd3) (cfs) BWCPS-2112SU 21 12 2.78 2.78 1.42 2.79 0.64 9.27 BWCPS-2118SU 21 18 2.78 4.17 2.13 5.13 0.96 9.27 BWCPS-2124SU 21 24 2.78 5.57 2.84 7.89 1.28 9.27 BWCPS-2130SU 21 30 2.78 6.96 3.55 11.03 1.60 9.27 BWCPS-2136SU 21 36 2.78 8.35 4.26 14.50 1.92 9.27 BWCPS-2412SU 24 12 3.18 3.18 1.62 3.19 0.63 10.59 BWCPS-2418SU 24 18 3.18 4.77 2.43 5.86 0.95 10.59 BWCPS-2424SU 24 24 3.18 6.36 3.24 9.02 1.27 10.59 BWCPS-2430SU 24 30 3.18 7.95 4.06 12.61 1.58 10.59 BWCPS-2436SU 24 36 3.18 9.54 4.87 16.57 1.90 10.59 BWCPS-3612SU 36 12 4.77 4.77 2.43 4.78 0.60 15.89 BWCPS-3618SU 36 18 4.77 7.16 3.65 8.79 0.91 15.89 BWCPS-3624SU 36 24 4.77 9.54 4.87 13.53 1.21 15.89 BWCPS-3630SU 36 30 4.77 11.93 6.08 18.91 1.51 15.89 BWCPS-3636SU 36 36 4.77 14.31 7.30 24.86 1.81 15.89 BWCPS-4212SU 42 12 5.57 5.57 2.84 5.58 0.59 18.54 BWCPS-4218SU 42 18 5.57 8.35 4.26 10.25 0.88 18.54 BWCPS-4224SU 42 24 5.57 11.13 5.68 15.78 1.17 18.54 BWCPS-4230SU 42 30 5.57 13.92 7.10 22.06 1.46 18.54 BWCPS-4236SU 42 36 5.57 16.70 8.52 29.00 1.76 18.54 BWCPS-4812SU 48 12 6.36 6.36 3.24 6.38 0.56 21.19 BWCPS-4818SU 48 18 6.36 9.54 4.87 11.72 0.85 21.19 BWCPS-4824SU 48 24 6.36 12.72 6.49 18.04 1.13 21.19 BWCPS-4830SU 48 30 6.36 15.90 8.11 25.21 1.41 21.19 BWCPS-4836SU 48 36 6.36 19.09 9.73 33.14 1.69 21.19 This table lists commonly specified standard model sizes. Additional standard model sizes and custom sizes are available. 2. The "Width" dimension indicates the distance from the inner most edges of the screen that span the connector pipe. 3. The "Screen Length" is the total perimeter dimension of the screen that encompasses the connector pipe. 4. The "Screen Area" is the product of the "Screen Length" and "Screen Height" with no consideration for open space. 5. The "Net Open Screen Area" is based on a 14Ga, 304SS Perforated Screen With 3/16" Hole Size And 45% Minimum Open Area. 6. MTFR utilizes an orifice coefficient (C) of 0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 7. The "Trash Storage Capacity" utilizes a catch basin size of 14'-0" X 3'-2" and a maximum trash level of 40% of the maximum screen height. Different size catch basins will yield different values for Trash Storage Capacity. 8. The "Bypass Capacity" assumes a maximum water elevation above the top of the screen of 1ft. The Bypass Capacity will vary with the water level above the top of the screen. 14 BrightWaterTM Curb Inlet Filter Capacities and Characteristics Table Table 4 STANDARD MODELS "L" CONFIGURATION Model Number Screen Width 1 Screen Height Screen Length2 Screen Area3 Net Open Screen Area4 Maximum Treatment Flow Rate5 Trash Storage Capacity 6 Bypass Capacity 7 Model No. (in) (in) (ft) (ft2) (ft2) (cfs) (yd3) (cfs) BWCPS-2112L 21 12 2.27 2.27 1.16 2.27 0.64 7.55 BWCPS-2118L 21 18 2.27 3.40 1.73 4.17 0.95 7.55 BWCPS-2124L 21 24 2.27 4.53 2.31 6.43 1.27 7.55 BWCPS-2130L 21 30 2.27 5.67 2.89 8.98 1.59 7.55 BWCPS-2136L 21 36 2.27 6.80 3.47 11.81 1.91 7.55 BWCPS-2412L 24 12 2.59 2.59 1.32 2.60 0.63 8.63 BWCPS-2418L 24 18 2.59 3.89 1.98 4.77 0.95 8.63 BWCPS-2424L 24 24 2.59 5.18 2.64 7.35 1.26 8.63 BWCPS-2430L 24 30 2.59 6.48 3.30 10.27 1.58 8.63 BWCPS-2436L 24 36 2.59 7.77 3.96 13.49 1.89 8.63 BWCPS-3612L 36 12 3.89 3.89 1.98 3.90 0.60 12.94 BWCPS-3618L 36 18 3.89 5.83 2.97 7.16 0.90 12.94 BWCPS-3624L 36 24 3.89 7.77 3.96 11.02 1.19 12.94 BWCPS-3630L 36 30 3.89 9.71 4.95 15.40 1.49 12.94 BWCPS-3636L 36 36 3.89 11.66 5.95 20.24 1.79 12.94 BWCPS-4212L 42 12 4.53 4.53 2.31 4.54 0.58 15.10 BWCPS-4218L 42 18 4.53 6.80 3.47 8.35 0.86 15.10 BWCPS-4224L 42 24 4.53 9.07 4.62 12.85 1.15 15.10 BWCPS-4230L 42 30 4.53 11.33 5.78 17.96 1.44 15.10 BWCPS-4236L 42 36 4.53 13.60 6.94 23.61 1.73 15.10 BWCPS-4812L 48 12 5.18 5.18 2.64 5.19 0.55 17.25 BWCPS-4818L 48 18 5.18 7.77 3.96 9.54 0.83 17.25 BWCPS-4824L 48 24 5.18 10.36 5.28 14.69 1.10 17.25 BWCPS-4830L 48 30 5.18 12.95 6.61 20.53 1.38 17.25 BWCPS-4836L 48 36 5.18 15.54 7.93 26.99 1.65 17.25 This table lists commonly specified standard model sizes. Additional standard model sizes and custom sizes are available. 1. The "Width" dimension indicates the distance from the inner most edges of the screen that span the connector pipe. 2. The "Screen Length" is the total perimeter dimension of the screen that encompasses the connector pipe. 3. The "Screen Area" is the product of the "Screen Length" and "Screen Height" with no consideration for open space. 4. The "Net Open Screen Area" is based on a 14Ga, 304SS Perforated Screen With 3/16" Hole Size And 45% Minimum Open Area. 5. MTFR utilizes an orifice coefficient (C) of 0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 6. The "Trash Storage Capacity" utilizes a catch basin size of 14'-0" X 3'-2" and a maximum trash level of 40% of the maximum screen height. Different size catch basins will yield different values for Trash Storage Capacity. 7. The "Bypass Capacity" assumes a maximum water elevation above the top of the screen of 1ft. The Bypass Capacity will vary with the water level above the top of the screen. 15 3.e. Design Drawings: Provide design drawings for all standard Device sizes and, if any, alternative configurations. (e.g. deflector screen, filter media, etc.) Design drawings for all standard Devices and configurations are included in Appendix A. 3.f. Alternative Configurations: If the Device includes alternative configurations, explain the purpose of each configuration and mandatory installation conditions (see 3c2) above; The BrightWaterTM Connector Pipe Screen can be supplied in a “U” configuration or an “L” configuration and both of these configurations can be supplemented with a Deflector Plate Assembly. The “U” and “L” configurations provide for different screen geometries to accommodate variable outlet pipe locations within the catch basin. The two configurations are designed to provide the most structurally sound and hydraulically efficient installation in different size and configurations of catch basins. Both “U” and “L” configurations must be supplied with a Deflector Plate Assembly when there is potential for short-circuiting of the treatment Device or unwanted bypass. “U” Configuration The “U” configuration Connector Pipe Screen is intended for installation in a curb inlet catch basin or a grated inlet catch basin where the outlet is located towards the center of one of the four walls of the catch basin. The Connector Pipe Screen is installed straddling the outlet pipe and only on the wall of the outlet pipe. (See Figure 3 and Figure 4.) The outlet pipe location can be offset from center but cannot be so far from center that the edge of the Connector Pipe Screen would need to be located in very close proximity (4-inches or less) to one of the perpendicular walls. “U” Configuration CPS (Top View) “U” Shaped Connector Pipe Screen Outlet Pipe (Center/Back Outlet) Manhole Cover Curb Inlet Catch Basin Curb Opening Inlet Concrete Gutter Figure 3 - "U" Configuration Connector Pipe Screen - Top View 16 The “U” Configuration Connector Pipe Screen can be supplemented with a Deflector Plate Assembly. The Deflector Plate Assembly must be implemented when the Connector Pipe Screen is installed directly beneath of a curb opening inlet or in a grated inlet catch basin where the incoming storm water could potentially bypass the Connector Pipe Screen and not receive screening for trash and debris. (See Figure 2, Section 3.a.) The incoming storm water first impacts the Lid of the Deflector Plate Assembly and the storm water is directed around the Connector Pipe Screen to the interior bottom of the catch basin where it can then proceed through the CPS Screen for removal of trash and debris. The Assembly has a hinged lid that can be raised for general inspection and maintenance as well as mosquito/vector inspection and maintenance. (See Figure 7.) The Deflector Plate Assembly does not affect the Treatment Capacity of the Connector Pipe Screen. However, the Deflector Plate Assembly may affect the bypass capacity of the Connector Pipe Screen. Because the Deflector Plate Assembly is positioned directly above the Connector Pipe Screen, it can potentially be located in the path of bypass flows that will overtop the screen. Bypass capacity for standard models can be found in Section 3.d. Table 1 and Table 2. These bypass capacities are based on the Deflector Plate Assembly being positioned one foot above the top of the Connector Pipe Screen. Provided the Defector Plate Assembly is not installed lower than one foot above the top of the Connector Pipe Screen, the bypass capacity will not be affected. The listed bypass capacities are considered to be minimum values based on the lowest practical installation of the Deflector Plate Assembly. Installation at values lower than one foot will require Engineer review. “U” Shaped Connector Pipe Screen Deflector Plate Assembly Concrete Catch Basin Gutter “U” Configuration CPS (Section View) Figure 4 - "U" Configuration Connector Pipe Screen - Section View 17 “L” Configuration The “L” configuration Connector Pipe Screen is intended for installation in a curb inlet catch basin or a grated inlet catch basin where the outlet is located off-center on one of the four walls of the catch basin or in one of the four corners of the catch basin. The Connector Pipe Screen is installed straddling the outlet pipe and is designed to mount on perpendicular walls of the catch basin. (See Figure 5 and Figure 6.) The outlet pipe can be located in very close proximity or even directly in the corner of the catch basin. The geometry of the “L” Configuration Connector Pipe Screen allows the screen assembly to completely surround the opening to the outlet pipe and still be soundly connected to the catch basin “L” Configuration CPS (Top View) “L” Shaped Connector Pipe Screen Outlet Pipe (Offset Left/Back Outlet) Manhole Cover Curb Inlet Catch Basin Curb Opening Inlet Concrete Gutter Figure 6 - "L" Configuration Connector Pipe Screen - Top View “L” Shaped Connector Pipe Screen Deflector Plate Assembly Concrete Catch Basin Gutter “L” Configuration CPS (Section View) Figure 5 - "L" Configuration Connector Pipe Screen - Section View 18 walls with no interference of flow into the pipe. In addition, the “L” Configuration allows for the same/similar hydraulic capacity despite the outlet proximity to the corners of the catch basin. The “L” Configuration Connector Pipe Screen can be supplemented with a Deflector Plate Assembly. The Deflector Plate Assembly must be implemented when the Connector Pipe Screen is installed directly beneath of a curb opening inlet or in a grated inlet catch basin where the incoming storm water could potentially bypass the Connector Pipe Screen and not receive screening for trash and debris. (See Figure 2, Section 3.a.) The incoming storm water first impacts the Lid of the Deflector Plate Assembly and the storm water is directed around the Connector Pipe Screen to the interior bottom of the catch basin where it can next proceed through the CPS Screen for removal of trash and debris. The Assembly has a hinged lid that can be raised for general inspection and maintenance as well as mosquito/vector inspection and maintenance. (See Figure 7.) The Deflector Plate Assembly does not affect the Treatment Capacity of the Connector Pipe Screen. However, the Deflector Plate Assembly may affect the bypass capacity of the Connector Pipe Screen. Because the Deflector Plate Assembly is positioned directly above the Connector Pipe Screen, it can potentially be located in the path of bypass flows that will overtop the screen. Bypass capacity for standard models can be found in Section 3.d. Table 1 and Table 2. These bypass capacities are based on the Deflector Plate Assembly being positioned one foot above the top of the Connector Pipe Screen. Provided the Figure 7 – “U” Configuration CPS w/ Deflector Plate Assembly Installed Hinged Lid Assembly (Closed Position) Hinged Lid Assembly (Open Position) 0 0 0 0 19 Defector Plate Assembly is not installed lower than one foot above the top of the Connector Pipe Screen, the bypass capacity will not be affected. The listed bypass capacities are considered to be minimum values based on the lowest practical installation of the Deflector Plate Assembly. Installation at values lower than one foot will require Engineer review. 3.g. Internal Bypass If the Device has an internal bypass, explain how the bypass functions to only allow a bypass of flows exceeding the peak flow rate; The BrightWaterTM Connector Pipe Screen is designed to capture trash, debris and sediment for “Full Capture” and “First Flush” sized storm events while also allowing larger flows from larger storm events to proceed uninterrupted by the presence of the Device. This is accomplished by way of features of the Connector Pipe Screen that allows for internal bypass. Figure 1 and 2, in Section 3.a. illustrate the operation of the Connector Pipe Screen(s) in normal operation and bypass operation. All treated flows are intended to pass through the screen of the Connector Pipe Screen assembly. As the capacity of the screen is utilized, the water elevation will increase within the catch basin upstream of the screen until a point at which the water elevation is even with or above the top of the Connector Pipe Screen. At this moment the treatment system is in bypass. Storm water will continue to pass through the screen and storm water will continue to be treated but water will also be allowed to pass over the top of the screen un-treated. Provided the peak flow rate generated from the one-year, one-hour storm does not exceed the treatment capacity of the Connector Pipe Screen prior to bypass, the system will remain compliant. 3.h. Previously Trapped Trash: Explain the condition(s) under which the Device reintroduces previously trapped trash (e.g., via the internal bypass); The BrightWaterTM Connector Pipe Screen has been designed to remove and permanently retain all trash and debris that is 5mm in size or larger. Conditions under which the Device can re-introduce previously trapped trash are listed below:  If the Connector Pipe Screen is not regularly inspected and maintained and trash and debris are allowed to accumulate beyond the maximum trash capture capacity, conditions could develop that could cause trash to be re-introduced into the stormwater.  Devices with broken or damaged screens, frames, or other components can cause improper function and conditions that would allow re-introduction of trash and debris into the stormwater.  Improperly installed Devices or Devices improperly applied can cause adverse conditions that could re-introduce trash and debris into the stormwater.  Re-introduction of floatables and neutrally buoyant materials can occur after the Connector Pipe Screen enters bypass. Because positive flow through the screen is still occurring, non-floatable material remains secured within the catch basin. 20 3.i. Calibration Feature: If the Device includes an adjustable calibration feature, describe how the calibration feature functions. The Device does not utilize an adjustable calibration feature and this Section is not applicable. 3.j. Photos: If any, provide Device installation photographs; Photographs of the Connector Pipe Screen are included below: Figure 8 - CPS - Rear View Figure 9 - CPS – Top/Side View Figure 10 - CPS Installed - Top View Figure 11– CPS – Side View 21 Figure 12 – CPS = Top/Front View Figure 13 – CPS – Front View 3.k. Material Type: Provide each material and material grade used to construct the Device (e.g. stainless steel, plastic, etc.); and The Connector Pipe Screen is constructed from high strength, non-corrosive materials to provide for a long service life treatment system. A full technical specification for the Connector Pipe Screen is included in Appendix B of this submittal and includes all materials utilized along with reference specifications. For convenience, materials for critical components are listed below:  SCREEN – The Connector Pipe Screen metal screen shall be made from a minimum of 14 gauge, perforated 304 stainless steel with a maximum hole size of 3/16” (5mm) and a minimum open area of 45% and shall conform to ASTM A240.  SUPPORTS – The screen supports shall be made from a minimum of 14ga, 304 stainless steel angle conforming to ASTM A276.  BRACKETS – The mounting brackets shall be made from a minimum of 14ga, 304 stainless steel angle conforming to ASTM A276.  PLATE ASSEMBLY – The Deflector Plate Assembly shall be made from a minimum of 14ga, 304 stainless steel angle conforming to ASTM A276.  HARDWARE – All mounting and assembly hardware shall be made from 304SS and shall conform to ASTM A193, F593 or F594. 22 3.l. Design Life: Provide the estimated design life. The estimated design (service) life for BrightWaterTM Connector Pipe Screen is 25 to 50 years. The screen, brackets, hoops, and hardware are made using high strength, non- corrosive stainless steel to allow for extended service life. The design (service) life of the Connector Pipe Screen is dependent on the materials utilized as well as the proper application and maintenance of those materials. 4. INSTALLATION GUIDANCE The installation guidance shall include: 4.a. Standard Device installation procedures including calibration instructions if applicable; Installation requirements and procedures for the BrightWaterTM Connector Pipe Screen detailed in the Connector Pipe Screen Installation Guidelines which have been included in Appendix C of this submittal. The guidelines include requirements and procedures for:  Delivery  Inspection  Catch Basin preparation  Installation The BrightWaterTM Connector Pipe Screen is an engineered storm water treatment system that arrives at the site pre-assembled minimizing installation time and effort. A critical part of the installation occurs well in advance of the installation of the Connector Pipe Screen and that is the manufacture of the Connector Pipe Screen system. Ensuring proper manufacture of the Connector Pipe Screen system helps ensure proper installation of the system and this begins with measuring the catch basin. Proper measurement provides an opportunity for BrightWaterTM Engineering and Manufacturing to review the application and determine the most suitable design and application of the Device. Measurement charts for the BrightWaterTM Connector Pipe Screen are included as part of this submittal in Appendix C. In addition, BrightWaterTM personnel are available for a site visit to provide assistance with measurement of the catch basins. Installation of the Connector Pipe Screen for Trash Capture in association with Full Capture programs, Trash TMDLs, or the Statewide Trash Amendment are often retrofit type applications. A thorough review of the existing conditions should be conducted and documented so that a proper recommendation and installation can be facilitated. Consideration must be given to any unique configurations for flow, treatment, and installation. 23 Confined space entry of the catch basin is likely required for the primary installation of the Curb Inlet Filter system. It is imperative the installer adhere to all jurisdictional and/or OSHA safety recommendations and requirements. Post installation inspection of the Connector Pipe Screen is strongly advised. A representative from BrightWaterTM is available for on-site inspection and the Owner is encouraged to be present. Inspection should determine if the Connector Pipe Screen was installed and is functioning properly. The inspection should also document the condition of the Connector Pipe Screen and catch basin. Each item should be in a new (or like new condition for the catch basin) and no defects should be present as a result of the installation. Any potential for mosquito or vector control should be documented and the responsible, local district be notified accordingly. No calibration of the Connector Pipe Screen is required. 4.b. Description of Device installation limitations and/or non-standard Device installation procedures; and Standard model BrightWaterTM Connector Pipe Screens require minimal installation time and effort. The standard models are designed to fit a wide array of applications and catch basins. Some field conditions that may pose limitations on installation are noted below;  Catch basins with uneven floors and walls.  Catch basins with standing water.  Catch basins with limited access.  Catch basins with shallow depth or width. If field conditions are encountered such as the above, a standard model Connector Pipe Screen may not be an option. A non-standard Device will be designed and manufactured as necessary considering the field conditions. Non-standard units require minimal extra installation time and effort. As with standard units the Connector Pipe Screen assembly is bolted to the catch basin. Catch basins with uneven floors and walls may require custom sizes/shaped brackets or screens. Procedures for installation of these items is the same as standard. Shallow catch basins or catch basins with limited access may require two piece Connector Pipe Screen assemblies to allow the Device to be inserted into the catch basin. Two piece Connector Pipe Screens are installed in the same manner as a one piece but require assembly in the field. 4.c. Methods for diagnosing and correcting installation errors; and BrightWaterTM minimizes installations errors through design and manufacturing processes that ensure checks and balances with field conditions and Owner expectations. Should an installation error occur, BrightWaterTM should be contacted immediately upon determination 24 of the error so a thorough diagnosis can be conducted and a proper corrective action implemented. One of the first steps to diagnosing an installation error is to conduct a review of the installation checklist. After completion of installation, BrightWaterTM recommends completion of an installation checklist for the Connector Pipe Screens. The checklist should include key criteria for determination of proper installation. This checklist should be reviewed in its entirety at the completion of the installation and kept as documentation of proper installation. If during the checklist review an error is determined, the documented error should be reported to BrightWaterTM as well as the Owner and Engineer. The checklist should include key criteria such as:  The catch basin is clean and free of trash and debris.  The screen is properly installed and seated.  There are no gaps around the screen or assembly larger than 5mm.  The screen assembly is centered in relation to the outlet pipe and no part of the screen assembly blocks the outlet pipe.  The screen, brackets, hoops and other components are not bent, broken or damaged.  All debris from installation has been cleaned and removed.  All components are free of sharp corners and edges. Additionally the Connector Pipe Screens can be inspected after operation to determine proper function. 5. OPERATION AND MAINTENANCE INFORMATION Operation and maintenance information shall include the following: 5.a. Inspection procedures and frequency considerations. The BrightWaterTM Connector Pipe Screen Inspection and Maintenance Guide is included with this submittal as Appendix D. This guide includes detailed requirements and recommendations for inspection, operation, and maintenance of the Connector Pipe Screen when used as a Full Capture Trash Treatment Control Device. A summary of the inspection requirements and recommendations are listed below: Inspection Summary  The inspection process is necessary to determine the required maintenance frequency and to determine proper operation of the Device.  A thorough inspection program can minimize unnecessary maintenance.  The first year inspection is more intensive than subsequent years and should consist of a minimum of three inspections.  The second and subsequent years of inspection may be minimized based on data from the first year of inspection but should at a minimum occur twice annually. 25 Inspection Procedures The BrightWaterTM Connector Pipe Screen can be inspected without entry into the catch basin. The Inspection should begin by preparing and installing all safety measures followed by the inspection and documentation. Specific procedures for the inspection are detailed below:  Adorn all PPE and prepare documentation equipment.  Install all Work Zone safety equipment and conduct a brief safety meeting. Work Zone safety equipment should protect the inspector(s) from vehicular traffic and should also isolate and protect pedestrians and vehicles from the work zone.  Remove the manhole cover utilizing the manhole puller/remover and safely set aside out of the way of the inspection operations and pedestrians or vehicles.  Inspect the gutter, curb face, and curb opening. – The areas outside of the catch basin should be free from debris, obstructions and standing water. The presence of any of these conditions outside of the catch basin are potential indicators of maintenance that may be necessary for the Connector Pipe Screen. If any of these maintenance indicators are encountered they should be documented and, depending on severity, should be rectified through recommended maintenance. Maintenance may occur simultaneously with inspection provided the maintenance indicators have already been documented.  Utilizing a flashlight, inspect the interior of the catch basin – Once outfitted with a Connector Pipe Screen, the interior of the catch basin is converted into a stormwater treatment device and acts as both the treatment and storage vessel for pollutants. Pollutants such as trash, debris, and sediment are expected to be captured inside of the catch basin. The presence of such pollutants are indicators the Device is operating as intended. Conversely, the lack of such pollutants present in the Device may be an indicator that the Device or stormwater system is not functioning as intended. The quantities of pollutants should be documented and compared with the maximum capacities for the Device and maintenance recommended as necessary.  Inspect the area behind the CPS and the Connector pipe. - The area behind the Connector Pipe Screen and the Connector Pipe itself should be free from debris, obstructions, and standing water. The presence of any of these conditions downstream of the treatment Device are potential indicators of maintenance that may be necessary for the Connector Pipe Screen treatment system. If any of these maintenance indicators are encountered, they should be documented and depending on the severity, should be rectified through recommended maintenance. Maintenance may occur simultaneously with inspection provided the maintenance indicators have already been documented.  Inspect the Connector Pipe Screen for physical or structural anomalies. – The CPS should be firmly mounted to the catch basin wall and floor and there should be no loose or missing hardware. No gaps in excess of 5mm should be present. Bent, Broken, or otherwise damaged structural components should documented and maintained.  Finalize the Documentation and Inspection Form – Photograph the conditions of interior and exterior of the catch basin and Connector Pipe Screen. Document the 26 inspection event utilizing the Treatment Device Inspection Form included with this manual or similar. The presence of standing water or vector such as mosquitos should be highlighted in the inspection form. The local vector control agency should be notified if mosquitos are present in the catch basin or treatment Device.  Replace the manhole cover and remove all Work Zone Safety Equipment.  Confined Space Entry is typically not required for routine inspections of standard installations. Confined space entry protocol should be followed should circumstances require entry into the catch basin for inspection. 5.b. Description of maintenance frequency considerations related to the Device’s hydraulic capacity at various levels of trash capture volumes (see section 3.c above); The BrightWaterTM Connector Pipe Screen Inspection and Maintenance Guide is included with this submittal as Appendix D. This guide includes detailed requirements and recommendations for inspection, operation and maintenance of the Curb Inlet Filters when used as a Full Capture Trash Treatment Control Device. A summary of the maintenance requirements and recommendations are listed below: BrightWaterTM Connector Pipe Screen should be maintained on a routine and recurring basis. The frequency and timing of the maintenance can be variable based on the configuration of the Device, location of the Device within the drainage system, and the geographic region of installation. During the first year of operation, after initial installation, the Catch Basin Filter Insert may need to be maintained more frequently to create a baseline of understanding for operation of the Device. Subsequent years of operation may have reduced maintenance provided no anomalous events occur during the year.  First Year Maintenance – A minimum of three maintenance visits in the first year are recommended. The first maintenance visit should occur on or around the start of the rainy season with the last maintenance visit occurring on or around the end of the rainy season. If the region of installation has no definitive rainy season, maintenance visits should be spaced evenly throughout the year. Maintenance visits may coincide with inspection visits.  Second Year and Subsequent Year Maintenance – A minimum of two maintenance visits per year are recommended. The first maintenance visit should occur on or around the start of the rainy season and the final maintenance visit should occur on or around the end of the rainy season. If the region of installation has no definitive rainy season, maintenance visits should be spaced evenly throughout the year. If during the first year inspection the Device and/or location is determined have high pollutant loadings or atypical loadings of sediment, trash and debris, additional maintenance visits may be necessary. Maintenance visits may coincide with inspection visits. 27 As trash and debris are captured and retained by the Connector Pipe Screen there is the potential for reduced treatment and hydraulic capacity. (See section 3.c.) The Connector Pipe Screen should be specified such that the required design treatment capacity for the storm drain system is maintained within the system up to the Device’s maximum trash capture volume. If the Device is specified to provide the design treatment capacity up until a trash capture volume at any level below the maximum trash capture volume then the Device will need to be maintained when this lower threshold is reached. This may translate into more frequent maintenance. 5.c. Maintenance procedures, including procedures to clean the trash capture screen. The BrightWaterTM Connector Pipe Screen can be routinely maintained without entry into the catch basin for most applications. Maintenance should begin by preparing and installing all safety measures followed by Inspection and documentation. Specific procedures for Maintenance are detailed below:  Adorn all PPE and prepare documentation equipment.  Install all Work Zone safety equipment and conduct a brief safety meeting. Work Zone safety equipment should protect the maintenance personnel from vehicular traffic and should also isolate and protect pedestrians and vehicles from the work zone.  Remove the manhole cover utilizing the manhole puller/remover and safely set aside out of the way of the inspection operations and pedestrians or vehicles.  If during inspection it is determined the accumulated trash, debris, and sediment requires removal, an industrial vacuum should be utilized to remove the material. Using a reduced diameter suction hose, vacuum the trash, debris, and sediment from the interior of the catch basin. Figure 2 and Figure 3 illustrate typical maintenance scenarios. The suction hose is inserted through the manhole opening as illustrated in Figure 2 and Figure 3. The suction hose should be maneuvered around within the interior of the catch basin removing all trash, debris, and sediment. A pressure washing wand may be utilized to assist this process by freeing stubborn and clogged material from the screen of the Device. The suction hose should remain inside the catch basin at the front edge of the screen while the Device is being washed down.  Trash and debris may accumulate on the top of the Deflector Plate Assembly. (See Figure 3.) This material should be removed during the maintenance visit by either utilizing the vacuum hose directly on top of the Deflector Plate or by utilizing the pressure washing wand to rinse the material from the Deflector Plate onto the floor of the catch basin where the vacuum hose can suck the material up.  Removed trash, debris, and sediment should be disposed of following local, state, and federal guidelines. Typically this material is considered non-hazardous waste and can be disposed of in the standard waste stream. If oil and grease are determined to be present amongst the trash, debris, and sediment, the material should be disposed of following local, state, and federal guidelines. Depending on oil content, this material 28 may be classified as hazardous waste and should be disposed of according to local, state, and federal guidelines.  Finalize the Documentation and Maintenance Form – Photograph the conditions of interior and exterior of the catch basin and Connector Pipe Screen. Document the maintenance event utilizing the Treatment Device Inspection Form included with this manual or similar. The presence of standing water or vector such as mosquitos should be highlighted in the maintenance form. The local vector control agency should be notified if mosquitos are present in the catch basin or treatment Device.  Replace the manhole cover and remove all Work Zone Safety Equipment. 5.d. Essential equipment and materials for proper maintenance activities; The following equipment and tools are recommended to facilitate maintenance of the BrightWaterTM Connector Pipe Screen:  Personal Protective Equipment (PPE) including but not limited to pants, long sleeve shirt, boots, gloves, eye protection, hearing protection, head protection, and high visibility safety vest.  Work Zone safety equipment including but not limited to safety cones, street barricades, traffic control signage, and open manhole barricades.  Manhole Hook/Removal Tool or similar.  Flashlight.  Tape Measure.  Digital Camera.  Small hand tools such as wrenches, screw drivers, and socket set.  Industrial Vacuum (Truck mounted, trailer mounted, or portable)  A treatment Device Inspection and Maintenance form for documenting the inspection visit. (A BrightWaterTM Inspection and Maintenance form is included with this document.) 5.e. Description of the effects of deferred maintenance on Device structural integrity, performance, odors, etc.; and Standardized maintenance frequencies that are suitable for most sites are detailed in Section 5.a. and 5.c. Maintenance frequency however is very site specific depending on pollutant loading. Records from inspections and prior maintenances should be periodically reviewed to assess the appropriateness of the prescribed maintenance frequency. Delayed or deferred maintenance can cause diminished pollutant removal, re-entrainment of pollutants, in catch basin and upstream hydraulic impacts, and impacts to water quality. 29 The Connector Pipe Screen has been designed for structural loading of water, trash and debris with consideration given that the Device will be at the full trash capacity. This structural design includes a 2X Safety Factor. It is not anticipated that deferred or delayed maintenance will have any impact to the structural integrity of the Device. The Connector Pipe Screen is designed to capture and retain trash and debris. This material in general can be odorous. Organic material that is wet and allowed to decompose may have increased odor. Deferred or delayed maintenance could exacerbate this effect. 5.f. Repair procedures for the Device’s structural components. A requirement for repair or replacement of a structural component of the Connector Pipe Screen would be an anomalous condition. A BrightWaterTM representative should be contacted and a site visit conducted to determine the most appropriate corrective action and necessary repair/replacement procedures. 6. VECTOR CONTROL ACCESSIBILITY Vector Control accessibility shall include the following: 6.a. The date the Device application was submitted for vector control accessibility design verification via email to the Mosquito Vector Control Association of California (MVCAC <trashtreatment@mvcac.org>); This application was submitted to the Mosquito and Vector Control Association of California directly after submittal to and receipt by the SWRCB. 6.b. Description and/or video link that demonstrates how mosquito vector control personnel can readily access the bottom of the storm water vault and/or Device for visual observation and mosquito treatment; and The BrightWaterTM Connector Pipe Screen is installed into existing and new catch basins. The installation requires little to no modifications of the catch basin and operation of the Connector Pipe Screen does not require nor should it create standing water. Connector Pipe Screens are installed in front of the connector pipe (outlet pipe) and are typically located within the line of sight of the manhole opening. The installed location of the Connector Pipe Screen does not physically or visually obstruct access to the catch basin. While in operation, the Connector Pipe Screens are designed to be free of standing or constant pools of water upstream and downstream of the screen. In addition, screens are designed to have perforations along the bottom edge and no solid supports which allows any slow moving water to ultimately drain through the Device. Because of the absence of any standing water and because prolonged wet conditions are not anticipated, vector are not anticipated as a result of the installation and operation of the Connector Pipe Screens. 30 It should be noted that some catch basins may be inadequately constructed and may be prone to retaining water even in small amounts, which can be problematic for mosquito breeding. The preferred course of action is to repair any deficiencies that may cause standing water in a catch basin prior to installation of a Full Capture Device. In the event that repair of the catch basin has not occurred prior to installation of a Full Capture Device, it is critical that the deficient areas be visible and accessible by Vector/Mosquito Control personnel. Figure 14 illustrates a typical installation of the BrightWaterTM Connector Pipe Screen and the visual and physical access available to Mosquito and Vector Control personnel. The location of the Device does not impede Mosquito and Vector Control personnel visually or physically and is accessible for observation and treatment if necessary. The catch basin is equally physically and visually accessible with the filter basket only occupying the front wall of the catch basin in an elevated position leaving the entirety of the floor and adjacent walls open. Inspection and treatment (if necessary) are thus unimpeded. Figure 15 illustrates a typical installation of the BrightWaterTM Connector Pipe Screen that includes the Deflector Plate Assembly. The Deflector Plate Assembly is necessary for applications where the incoming storm water has the potential to bypass the Connector Pipe Figure 14 - Depiction of Catch Basin and Device Inspection for Mosquito/Vector Connector Pipe Screen Inspection for Mosquito/Vector Connector Pipe Screen Curb Inlet Catch Basin Manhole Opening Outlet Pipe 31 Screen treatment process. The Deflector Plate Assembly is positioned directly above the Connector Pipe Screen and as such has the potential to block visual and physical access available to Mosquito and Vector Control personnel. However, the Deflector Plate Assembly is equipped with a hinged lid. The lid can be raised without entering the catch basin and typically through access from the curb opening or manhole opening. Once the hinged lid is raised, the Device will not impede Mosquito and Vector Control personnel visually or physically and is accessible for observation and treatment if necessary. 6.c. The MVCAC Letter of Verification as an attachment to the application when it becomes available. This letter shall verify that the design allows full visual access for presence of standing water and treatment of mosquitoes when necessary. Table of contents shall note the MVCAC approval letter. A letter of certification from the MVCAC was provided to the SWRCB and BrightWaterTM on November 19, 2020 and a copy is included in Appendix E. Connector Pipe Screen + Deflector Plate Assembly Inspection for Mosquito/Vector Manhole Opening Connector Pipe Screen Outlet Pipe Curb Inlet Catch Basin Hinged Lid Assembly (Open Position) Figure 15 - Depiction of Catch Basin and Device + Deflector Plate Inspection for Mosquito/Vector 32 7. RELIABILITY INFORMATION Reliability information shall include the following: 7.a. Estimated design life of Device components before major overhaul; The estimated design (service) life for BrightWaterTM Connector Pipe Screen is 25 to 50 years. The screen, hoops, brackets, and hardware material is made using high strength, non-corrosive stainless steel to allow for the extended service life. The design (service) life of the Connector Pipe Screen is dependent on the materials utilized as well as the proper application and maintenance of those materials. 7.b. Warranty Information; and BrightWaterTM provides a one year limited warranty for the Connector Pipe Screen. The details of the warranty can be located in the warranty document which has been included with this submittal in Appendix F. 7.c. Customer support information. BrightWaterTM is a California based company with corporate offices located in Southern California. Customer service contact information is provided below: BrightWaterTM P.O. Box 85430 San Diego, California 92186 Phone: (619) 821-1558 customerservice@wearebrightwater.com www.wearebrightwater.com 8. FIELD/LAB TESTING INFORMATION AND ANALYSIS. Field/lab testing information shall include: 8.a. For Devices with 5mm screening, any available field/lab testing information that demonstrates the Device functionality and performance; and The BrightWaterTM Connector Pipe Screen utilizes a 3/16” (5mm) screen for removal. Should any field/lab testing for trash removal be performed, results of the testing will be provided to the SWRCB upon completion. 8.b. If the Device does not include a 5mm screen, adequate field/lab testing information that demonstrates the Device captures trash particles of 5mm or greater. This section is not applicable as the Device does contain a 5mm screen. 33 APPENDIX A (DRAWINGS) STANDARD MODELS {21-INCH) DEFLECTOR PLATE ASSEMBLY HINGED LID "U" CONFIGURATION Screen Screen Screen Net Open Screen Model Number Width1 Length2 Area3 Screen Height Area4 Model No. (in) (in) (ft) (ft2) (ft2) BWCPS-2112U 21 12 2.78 2.78 1.42 BWCPS-2118U 21 18 2.78 4.17 2.13 BWCPS-2124U 21 24 2.78 5.57 2.84 BWCPS-2130U 21 30 2.78 6.96 3.55 BWCPS-2136U 21 36 2.78 8.35 4.26 This table lists commonly specified standard model sizes. Addlt!onal standard model sizes and custom sizes are available. 1. The ''Width" dimension indicates the distance from the inner most edges of the screen that span the connector pipe. 2. The "screen Length" is the total perimeter dimension of the screen that encompasses the c:onnector pipe. 3. The "Screen Area" Is the product of the "Screen length" and "Screen Height" with no consideration for open space. 4. The ''Net Open Screen Area" is based on a 14Ga, 3045S Perforated Screen With 3/16" Hole Size And 45" Minimum Open Area. Maximum Trash Treatment Storage Flow Rate5 Capacity6 (cfs) (yd3) 2.79 0.64 5.13 0.96 7.89 1.28 11.03 1.60 14.50 1.92 Bypass Capacity7 (cfs) 9.27 9.27 9.27 9.27 9.27 SUPPORT HOOPS 5. MTFR utilizes an orifice coefficient (C) of0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 6. The "Trash Storage Capacity" utilizes a catch basin size of 14'-0" X 3'-2" and a maximum trash level of 40% of the moimum screen height. Different size catch basins will yield different values for Trash Storage Capacity. 7. The ''Bypass Capacity" assumes a maid mum water elevation above the top of the screen of 1ft. The Bypass Capacity will vary with the water level above the top of the screen. CONNECTOR PIPE -----24.50 -----1-; -----21.00 ----- PERFORATED MESH SCREEN le.o 0 cf).o WALL BRACKET . ',!'.: .. ••: .... ....... ·•.' ··1··•·~.~:·~.-~· ... . . . . . ·.•.. . . •:4.: . . •:ill[··.~: ~ · . : .... . ~ .. ~ . .. . .. .. . .. .. ~ • .:11:,.. • • ·... ;.. ..... ·~• . • • ... • • •" •• I. •• ,f ISOMETRIC VIEW -CPS/DEFLECTOR PLATE SCALE: NTS NOTES: CATCH BASIN WALL 7 10.75 1. ALL COMPONETS SHALL BE MANUFACTURED FROM GRADE 304 STAINLESS STEEL. CPS ! 2. PERFORATED MESH SCREEN SHALL BE 14GA, 304 STAINLESS STEEL, 3/16" {SMM) MAX HOLE SIZE, 45% MINIMUM OPEN AREA. TITLE: TOP SECTION VIEW -CPS/CATCH BASIN SCALE: NTS DRAWN CHECKED ENG APPR. MFGAPPR. 3. THE DEFLECTOR PLATE ASSEMBLY MAY BE NECESSARY FOR APPLICATIONS WITH FLOW ENTERING DIRECTLY ABOVE THE CPS. NAME DATE JGR 01/17/2020 1AM 01/24/2020 CMK 01/24/2020 Bright Water EDK 02/04/2020 Q.A. MAH 02/06/2020 CONNECTOR PIPE SCREEN 11 U11 CONFIGURATION uNLEssoTHERw1sEsPEc1F1rn, P.O. Box 85430 I San Diego, California 92186 I (619) 821-1558 www.wearebrightwater.com DIMENSIONS ARE IN INCHES >----------~--------------~-----------------< TOLERANCES: SCALE: 1:12 DO NOT SCALE DRA WINGI FINISH 304 ST A IN LESS STEEL FRACTIONAL± 1/32 PROPRIETARY AND CONFIDENTIAL ANGULAR: MACH± 0.5 DEG BEND ± 1.0 DEG THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF BRIGHTWATER. ANY TWO PLACE DECIMAL ± 0.30 REPORODUCTION IN PART OR AS A WHOLE WITHOUTTHE WRTEEN PERMISSION OF BRIGHTWATER IS PROHIBTED. THREE PLACE DECIMAL ± 0.020 5 4 3 SIZE I DWG. NO. I REV A BWCPS-U-0001 1 A SHEET 1 OF 5 2 STANDARD MODELS {24-INCH) DEFLECTOR PLATE ASSEMBLY HINGED LID "U" CONFIGURATION Screen Screen Screen Screen Model Number Width1 Length2 Area3 Height Model No. (in) (in) (ft) (ft2) BWCPS-2412U 24 12 3.18 3.18 BWCPS-2418U 24 18 3.18 4.77 BWCPS-2424U 24 24 3.18 6.36 BWCPS-2430U 24 30 3.18 7.95 BWCPS-2436U 24 36 3.18 9.54 This table l!sts commonly spec!fled standard model sizes. Additional standard model sizes and custom sizes are available. 1. The "Width" dimension Indicates the distance from the Inner most edges of the screen that span the connector pipe. 2.The"SCreenlength"isthetotalperimeterdimensionofthescreenthatencompassestheconnectorpipe. 3.The"ScreenAfea"lstheproductofthe"Screenlength"and"ScreenHelght"withnoconslderatlonforopenspace. 4, The "Net Open Screen Area" ls based on a 14Ga, 304SS Perforated Screen With 3/16" Hole Size And 45'4 Minimum Open Area. Net Open Screen Area4 (ft2) 1.62 2.43 3.24 4.06 4.87 Maximum Trash Treatment Storage Flow Rate5 Capacity6 (cfs) (yd3) 3.19 0.63 5.86 0.95 9.02 1.27 12.61 1.58 16.57 1.90 Bypass Capacity7 (cfs) 10.59 10.59 10.59 10.59 10.59 SUPPORT HOOPS S. MTFR utilizes an orifice coefficient (C) of 0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 6. The "Trash Storage Capacity" utilizes a catch basin size of 14'-0" X 3'-2" and a maximum trash level of 40% of the maximum screen height. Different size catch basins will yield different values for Trash Storage Capacity. 7. The •evpass Capacity" assumes a maximum water elevation above the top of the screen of 1ft. The BVPass Capacity will vary with the water level above the top of the screen. CONNECTOR PIPE ----27.50 ---- -----24.00 -----PERFORATED MESH SCREEN le.o 0 cf).o WALL BRACKET . ·-i'.: .. ••: .... .... , .. -._, ·-1··•·~-~:·~--~-... . . . · .. _ .. __ .. •:•.: - . •:ill[··.~: ~ · . : .... . ~ .. ~ . .. . .. .. . .. .. ~ • .:11:,.. • • ·_... ;.. ..... ·~• . • • ... • • •"' •• I. •,., ISOMETRIC VIEW -CPS/DEFLECTOR PLATE SCALE: NTS NOTES: CATCH BASIN WALL 7 12.25 1. ALL COMPONETS SHALL BE MANUFACTURED FROM GRADE 304 STAINLESS STEEL. CPS l 2. PERFORATED MESH SCREEN SHALL BE 14GA, 304 STAINLESS STEEL, 3/16" {SMM) MAX HOLE SIZE, 45% MINIMUM OPEN AREA. TITLE: TOP SECTION VIEW -CPS/CATCH BASIN SCALE: NTS DRAWN CHECKED ENG APPR. MFGAPPR. 3. THE DEFLECTOR PLATE ASSEMBLY MAY BE NECESSARY FOR APPLICATIONS WITH FLOW ENTERING DIRECTLY ABOVE THE CPS. NAME DATE JGR 01/17/2020 1AM 01/24/2020 CMK 01/24/2020 Bright Water EDK 02/04/2020 Q.A. MAH 02/06/2020 CONNECTOR PIPE SCREEN 11 U11 CONFIGURATION uNLEssoTHERw1sEsPEc1F1rn, P.O. Box 85430 I San Diego, California 92186 I (619) 821-1558 www.wearebrightwater.com DIMENSIONS ARE IN INCHES >----------~--------------~-----------------< TOLERANCES: SCALE: 1:12 DO NOT SCALE DRA WINGI FINISH 304 ST A IN LESS STEEL FRACTIONAL± 1/32 PROPRIETARY AND CONFIDENTIAL ANGULAR: MACH± 0.5 DEG BEND ± 1.0 DEG THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF BRIGHTWATER. ANY TWO PLACE DECIMAL ± 0.30 REPORODUCTION IN PART OR AS A WHOLE WITHOUTTHE WRTEEN PERMISSION OF BRIGHTWATER IS PROHIBTED. THREE PLACE DECIMAL ± 0.020 5 4 3 SIZE I DWG. NO. I REV A BWCPS-U-0001 1 A SHEET 2 OF 5 2 STANDARD MODELS (36-INCH) DEFLECTOR PLATE ASSEMBLY HINGED LID "U" CONFIGURATION Screen Screen Screen Screen Model Number Width1 Length2 Area3 Height Model No. (in) (in) (ft) (ft2) BWCPS-3612U 36 12 4.77 4.77 BWCPS-3618U 36 18 4.77 7.16 BWCPS-3624U 36 24 4.77 9.54 BWCPS-3630U 36 30 4.77 11.93 BWCPS-3636U 36 36 4.77 14.31 This table l!sts commonly spec!fled standard model sizes. Additional standard model sizes and custom sizes are available. 1. The "Width" dimension Indicates the distance from the Inner most edges of the screen that span the connector pipe. 2.The"SCreenlength"isthetotalperimeterdimensionofthescreenthatencompassestheconnectorpipe. 3.The"ScreenAfea"lstheproductofthe"Screenlength"and"ScreenHelght"withnoconslderatlonforopenspace. 4, The "Net Open Screen Area" ls based on a 14Ga, 304SS Perforated Screen With 3/16" Hole Size And 45'4 Minimum Open Area. Net Open Screen Area4 (ft2) 2.43 3.65 4.87 6.08 7.30 Maximum Treatment Flow Rate5 (cfs) 4.78 8.79 13.53 18.91 24.86 Trash Storage Capacity6 (yd3) 0.60 0.91 1.21 1.51 1.81 Bypass Capacity7 (cfs) 15.89 15.89 15.89 15.89 15.89 SUPPORT HOOPS S. MTFR utilizes an orifice coefficient (C) of 0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 6. The "Trash Storage Capacity" utilizes a catch basin size of 14'-0" X 3'-2" and a maximum trash level of 40% of the maximum screen height. Different size catch basins will yield different values for Trash Storage Capacity. 7. The •evpass Capacity" assumes a maximum water elevation above the top of the screen of 1ft. The BVPass Capacity will vary with the water level above the top of the screen. CONNECTOR PIPE ---39.50---- -----36.00 ------PERFORATED MESH SCREEN le.o 0 cf).o WALL BRACKET . ',!'.: .. ••: .... .... , .. -._, ·-1··•·~-~:·~--~-... . . . · .. _ .. __ .. •:•.: - . •,"ill[•·~: ~ · . : .... . ~ .. ~ . .. . .. .. . .. .. ~ • .:11:,.. • • ·_... ;.. ..... ·~• . • • ... • • •"' •• I. •,., ISOMETRIC VIEW -CPS/DEFLECTOR PLATE SCALE: NTS NOTES: CATCH BASIN WALL 7 18.25 1. ALL COMPONETS SHALL BE MANUFACTURED FROM GRADE 304 STAINLESS STEEL. CPS l 2. PERFORATED MESH SCREEN SHALL BE 14GA, 304 STAINLESS STEEL, 3/16" {SMM) MAX HOLE SIZE, 45% MINIMUM OPEN AREA. TITLE: TOP SECTION VIEW -CPS/CATCH BASIN SCALE: NTS DRAWN CHECKED ENG APPR. MFGAPPR. 3. THE DEFLECTOR PLATE ASSEMBLY MAY BE NECESSARY FOR APPLICATIONS WITH FLOW ENTERING DIRECTLY ABOVE THE CPS. NAME DATE JGR 01/17/2020 1AM 01/24/2020 CMK 01/24/2020 Bright Water EDK 02/04/2020 Q.A. MAH 02/06/2020 CONNECTOR PIPE SCREEN 11 U11 CONFIGURATION uNLEssoTHERw1sEsPEc1F1rn, P.O. Box 85430 I San Diego, California 92186 I (619) 821-1558 www.wearebrightwater.com DIMENSIONS ARE IN INCHES >----------~--------------~-----------------< TOLERANCES: SCALE: 1:12 DO NOT SCALE DRA WINGI FINISH 304 ST A IN LESS STEEL FRACTIONAL± 1/32 PROPRIETARY AND CONFIDENTIAL ANGULAR: MACH± 0.5 DEG BEND ± 1.0 DEG THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF BRIGHTWATER. ANY TWO PLACE DECIMAL ± 0.30 REPORODUCTION IN PART OR AS A WHOLE WITHOUTTHE WRTEEN PERMISSION OF BRIGHTWATER IS PROHIBTED. THREE PLACE DECIMAL ± 0.020 5 4 3 SIZE I DWG. NO. I REV A BWCPS-U-0001 1 A SHEET 3 OF 5 2 STANDARD MODELS {42-INCH) DEFLECTOR PLATE ASSEMBLY HINGED LID "U" CONFIGURATION Screen Screen Screen Screen Model Number Width1 Height Length2 Area3 Model No. (in) (in) (ft) (ft2) BWCPS-4212U 42 12 5.57 5.57 BWCPS-4218U 42 18 5.57 8.35 BWCPS-4224U 42 24 5.57 11.13 BWCPS-4230U 42 30 5.57 13.92 BWCPS-4236U 42 36 5.57 16.70 This table l!sts commonly spec!fled standard model sizes. Additional standard model sizes and custom sizes are available. 1. The "Width" dimension Indicates the distance from the Inner most edges of the screen that span the connector pipe. 2.The"SCreenlength"isthetotalperimeterdimensionofthescreenthatencompassestheconnectorpipe. 3.The"ScreenAfea"lstheproductofthe"Screenlength"and"ScreenHelght"withnoconslderatlonforopenspace. 4, The "Net Open Screen Area" ls based on a 14Ga, 304SS Perforated Screen With 3/16" Hole Size And 45'4 Minimum Open Area. Net Open Screen Area4 (ft2) 2.84 4.26 5.68 7.10 8.52 Maximum Treatment Flow Rate5 (cfs) 5.58 10.25 15.78 22.06 29.00 Trash Storage Capacity6 (yd3) 0.59 0.88 1.17 1.46 1.76 Bypass Capacity7 (cfs) 18.54 18.54 18.54 18.54 18.54 SUPPORT HOOPS S. MTFR utilizes an orifice coefficient (C) of 0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 6. The "Trash Storage Capacity" utilizes a catch basin size of 14'-0" X 3'-2" and a maximum trash level of 40% of the maximum screen height. Different size catch basins will yield different values for Trash Storage Capacity. 7. The •evpass Capacity" assumes a maximum water elevation above the top of the screen of 1ft. The BVPass Capacity will vary with the water level above the top of the screen. CONNECTOR PIPE ----45.50 ---- -----42.00 -----PERFORATED MESH SCREEN le.o 0 cf).o WALL BRACKET . ·-i'.: .. ••: .... .... -·· -._, ·-1·-•·~-~:·~--~-... . . . · .. _ .. __ .. •:•.:. . •,"ill[•·~: ~ · . : .... . ~ .. ~ . .. . .. . . .. . . ~ . .:11:,.·. ··_ ... ;. ..... ·~· ....... ·."' .-,. ·-., ISOMETRIC VIEW -CPS/DEFLECTOR PLATE SCALE: NTS NOTES: CATCH BASIN WALL 7 21.25 1. ALL COMPONETS SHALL BE MANUFACTURED FROM GRADE 304 STAINLESS STEEL. CPS l 2. PERFORATED MESH SCREEN SHALL BE 14GA, 304 STAINLESS STEEL, 3/16" {5MM) MAX HOLE SIZE, 45% MINIMUM OPEN AREA. TITLE: TOP SECTION VIEW -CPS/CATCH BASIN SCALE: NTS DRAWN CHECKED ENG APPR. MFGAPPR. 3. THE DEFLECTOR PLATE ASSEMBLY MAY BE NECESSARY FOR APPLICATIONS WITH FLOW ENTERING DIRECTLY ABOVE THE CPS. NAME DATE JGR 01/17/2020 1AM 01/24/2020 CMK 01/24/2020 Bri ght Water EDK 02/04/2020 Q.A. MAH 02/06/2020 CONNECTOR PIPE SCREEN 11 U11 CONFIGURATION uNLEssoTHERw1sEsPEc1F1rn, P.O. Box 85430 I San Diego, California 92186 I (619) 821-1558 www.wearebrightwater.com DIMENSIONS ARE IN INCHES >----------~--------------~-----------------< TOLERANCES: SCALE: 1:12 DO NOT SCALE DRA WINGI FINISH 304 ST A IN LESS STEEL FRACTIONAL± 1/32 PROPRIETARY AND CONFIDENTIAL ANGULAR: MACH± 0.5 DEG BEND ± 1.0 DEG THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF BRIGHTWATER. ANY TWO PLACE DECIMAL ± 0.30 REPORODUCTION IN PART OR AS A WHOLE WITHOUTTHE WRTEEN PERMISSION OF BRIGHTWATER IS PROHIBTED. THREE PLACE DECIMAL ± 0.020 5 4 3 SIZE I DWG. NO. I REV A BWCPS-U-0001 1 A SHEET 4 OF 5 2 STANDARD MODELS {48-INCH} DEFLECTOR PLATE ASSEMBLY HINGED LID "U" CONFIGURATION Screen Screen Screen Screen Model Number Width1 Height Length2 Area3 Model No. (in) (in) (ft) (ft2) BWCPS-4812U 48 12 6.36 6.36 BWCPS-4818U 48 18 6.36 9.54 BWCPS-4824U 48 24 6.36 12.72 BWCPS-4830U 48 30 6.36 15.90 BWCPS-4836U 48 36 6.36 19.09 This table l!sts commonly spec!fled standard model sizes. Additional standard model sizes and custom sizes are available. 1. The "Width" dimension Indicates the distance from the Inner most edges of the screen that span the connector pipe. 2.The"SCreenlength"isthetotalperimeterdimensionofthescreenthatencompassestheconnectorpipe. 3.The"ScreenAfea"lstheproductofthe"Screenlength"and"ScreenHelght"withnoconslderatlonforopenspace. 4, The "Net Open Screen Area" ls based on a 14Ga, 304SS Perforated Screen With 3/16" Hole Size And 45'4 Minimum Open Area. Net Open Screen Area4 (ft2) 3.24 4.87 6.49 8.11 9.73 Maximum Treatment Flow Rate5 (cfs) 6.38 11.72 18.04 25.21 33.14 Trash Storage Capacity6 (yd3) 0.56 0.85 1.13 1.41 1.69 Bypass Capacity7 (cfs) 21.19 21.19 21.19 21.19 21.19 SUPPORT HOOPS S. MTFR utilizes an orifice coefficient (C) of 0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 6. The "Trash Storage Capacity" utilizes a catch basin size of 14'-0" X 3'-2" and a maximum trash level of 40% of the maximum screen height. Different size catch basins will yield different values for Trash Storage Capacity. 7. The •evpass Capacity" assumes a maximum water elevation above the top of the screen of 1ft. The BVPass Capacity will vary with the water level above the top of the screen. CONNECTOR PIPE ---51.50 ---- -----48.00 ----- PERFORATED MESH SCREEN le.o 0 cf).o WALL BRACKET '',!'.: .. ••: .... .... -·· -._, ·-1·-•·~-~:·~--~-... . . . · .. _ .. __ .. •:•.:. '•:ill[··.~: ~ ·. : .... . ~ .. ~ . .. . .. . . .. . . ~ . .:11:,.·. ··_ .. ;. .... ·~· ....... ·."' .-,. ·-., ISOMETRIC VIEW -CPS/DEFLECTOR PLATE SCALE: NTS NOTES: CATCH BASIN WALL 7 24.25 1. ALL COMPONETS SHALL BE MANUFACTURED FROM GRADE 304 STAINLESS STEEL. CPS l 2. PERFORATED MESH SCREEN SHALL BE 14GA, 304 STAINLESS STEEL, 3/16" {5MM) MAX HOLE SIZE, 45% MINIMUM OPEN AREA. TITLE: TOP SECTION VIEW -CPS/CATCH BASIN SCALE: NTS DRAWN CHECKED ENG APPR. MFGAPPR. 3. THE DEFLECTOR PLATE ASSEMBLY MAY BE NECESSARY FOR APPLICATIONS WITH FLOW ENTERING DIRECTLY ABOVE THE CPS. NAME DATE JGR 01/17/2020 1AM 01/24/2020 CMK 01/24/2020 Bright Water EDK 02/04/2020 Q.A. MAH 02/06/2020 CONNECTOR PIPE SCREEN 11 U11 CONFIGURATION uNLEssoTHERw1sEsPEc1F1rn, P.O. Box 85430 I San Diego, California 92186 I (619) 821-1558 www.wearebrightwater.com DIMENSIONS ARE IN INCHES >----------~--------------~-----------------< TOLERANCES: SCALE: 1:12 DO NOT SCALE DRA WINGI FINISH 304 ST A IN LESS STEEL FRACTIONAL± 1/32 PROPRIETARY AND CONFIDENTIAL ANGULAR: MACH± 0.5 DEG BEND ± 1.0 DEG THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF BRIGHTWATER. ANY TWO PLACE DECIMAL ± 0.30 REPORODUCTION IN PART OR AS A WHOLE WITHOUTTHE WRTEEN PERMISSION OF BRIGHTWATER IS PROHIBTED. THREE PLACE DECIMAL ± 0.020 5 4 3 SIZE I DWG. NO. I REV A BWCPS-U-0001 1 A SHEET 5 OF 5 2 STANDARD MODELS (21-INCH} "L" CONFIGURATION Net Open Maximum Screen Screen Screen Screen Model Number Screen Treatment Width1 Height Length2 Area3 Area4 Flow Rate5 Model No. (in) (in) (ft) (ft2) (ft2) (cfs) BWCPS-2112L 21 12 2.27 2.27 1.16 2.27 BWCPS-2118L 21 18 2.27 3.40 1.73 4.17 BWCPS-2124L 21 24 2.27 4.53 2.31 6.43 BWCPS-2130L 21 30 2.27 5.67 2.89 8.98 BWCPS-2136L 21 36 2.27 6.80 3.47 11.81 This table lists commonly specified standard model sizes. Addlt!onal standard model sizes and custom sizes are available. 1. The ''Width" dimension indicates the distance from the inner most edges of the screen that span the connector pipe. 2. The "screen Length" is the total perimeter dimension of the screen that encompasses the c:onnector pipe. 3. The "Screen Area" Is the product of the "Screen length" and "Screen Height" with no consideration for open space. 4. The ''Net Open Screen Area" is based on a 14Ga, 3045S Perforated Screen With 3/16" Hole Size And 45" Minimum Open Area. Trash Storage Capacity6 (yd3) 0.64 0.95 1.27 1.59 1.91 Bypass Capacity7 (cfs) 7.55 7.55 7.55 7.55 7.55 DEFLECTOR PLATE ASSEMBLY SUPPORT HOOPS HINGED LID 'c() 5. MTFR utilizes an orifice coefficient (C) of0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 0 -~I WALL BRACKET 6. The "Trash Storage Capacity" utilizes a catch basin size of 14'-0" X 3'-2" and a maximum trash level of 40% of the moimum screen height. Different size catch basins will yield different values for Trash Storage Capacity. 7. The ''Bypass Capacity" assumes a maid mum water elevation above the top of the screen of 1ft. The Bypass Capacity will vary with the water level above the top of the screen. CONNECTOR PIPE- CATCH BASIN WALL . .-;• ,. .. . • .,. • 4 •• ., ~ .. . • ., 'I ·• .... ,.-I - :~·. .• .. ·~ ·'.• .. •• " .,.-~-'"-.•-~·•··.:.1 ..... l PERFORATED MESH-- SCREEN 0 ~ ~-~ ... 10.75 ISOMETRIC VIEW -CPS/DEFLECTOR PLATE SCALE: NTS TITLE: CPS- ... 12.50 ___j . . ··-:· _4 .;._. ·.4! I · • · · ·I -21.00 -----,- TOP SECTION VIEW -CPS/CATCH BASIN SCALE: NTS CONNECTOR PIPE SCREEN "L" CONFIGURATION DRAWN CHECKED ENG APPR. MFGAPPR. NOTES: 1. ALL COMPONETS SHALL BE MANUFACTURED FROM GRADE 304 STAINLESS STEEL. 2. PERFORATED MESH SCREEN SHALL BE 14GA, 304 STAINLESS STEEL, 3/16" {5MM) MAX HOLE SIZE, 45% MINIMUM OPEN AREA. 3. THE DEFLECTOR PLATE ASSEMBLY MAY BE NECESSARY FOR APPLICATIONS WITH FLOW ENTERING DIRECTLY ABOVE THE CPS. NAME DATE JGR 01/17/2020 1AM 01/24/2020 CMK 01/24/2020 Bright Water EDK 02/04/2020 Q.A. MAH 02/06/2020 uNLEssoTHERw1sEsPec1F1rn, P.O. Box 85430 I San Diego, California 92186 I (619) 821-1558 DIMENSIONS ARE IN INCHES >----------~--------------~-----------------< TOLERANCES: www.wearebrightwater.com SIZE I DWG. NO. I REV SCALE: 1:12 DO NOT SCALE DRA WINGI FINISH 304 ST A IN LESS STEEL FRACTIONAL± 1/32 PROPRIETARY AND CONFIDENTIAL ANGULAR: MACH± 0.5 DEG BEND ± 1.0 DEG THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF BRIGHTWATER. ANY TWO PLACE DECIMAL ± 0.30 REPORODUCTION IN PART OR AS A WHOLE WITHOUTTHE WRTEEN PERMISSION OF BRIGHTWATER IS PROHIBTED. THREE PLACE DECIMAL ± 0.020 A I BWCPS-L-0001 I A I SHEET 1 OF5 5 4 3 2 STANDARD MODELS (24-INCH) "L" CONFIGURATION Net Open Maximum Screen Screen Screen Screen Model Number Width1 Length2 Area3 Screen Treatment Height Area4 Flow Rate5 Model No. (in) (in) (ft) {ft2) {ft2) (cfs) BWCPS-2412L 24 12 2.59 2.59 1.32 2.60 BWCPS-2418L 24 18 2.59 3.89 1.98 4.77 BWCPS-2424L 24 24 2.59 5.18 2.64 7.35 BWCPS-2430L 24 30 2.59 6.48 3.30 10.27 BWCPS-2436L 24 36 2.59 7.77 3.96 13.49 This table lists commonly specified standard model sizes. Addlt!onal standard model sizes and custom sizes are available. 1. The ''Width" dimension indicates the distance from the inner most edges of the screen that span the connector pipe. 2. The "screen Length" is the total perimeter dimension of the screen that encompasses the c:onnector pipe. 3. The "Screen Area" Is the product of the "Screen length" and "Screen Height" with no consideration for open space. 4. The ''Net Open Screen Area" is based on a 14Ga, 3045S Perforated Screen With 3/16" Hole Size And 45" Minimum Open Area. Trash Storage Capacity6 (yd3) 0.63 0.95 1.26 1.58 1.89 Bypass Capacity7 (cfs) 8.63 8.63 8.63 8.63 8.63 DEFLECTOR PLATE ASSEMBLY SUPPORT HOOPS HINGED LID 'c() 5. MTFR utilizes an orifice coefficient (C) of0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 0 -~I WALL BRACKET 6. The "Trash Storage Capacity" utilizes a catch basin size of 14'-0" X 3'-2" and a maximum trash level of 40% of the moimum screen height. Different size catch basins will yield different values for Trash Storage Capacity. 7. The ''Bypass Capacity" assumes a maximum water elevation above the top of the screen of 1ft. The Bypass Capacity will vary with the water level above the top oft he screen. CONNECTOR PIPE- CATCH BASIN WALL . .-;• ,. .. . • .,. • 4 •• ., ~ .. . • ., 'I ·• .... ,.-I - :~·. .• .. ·~ ·'.• .. •• " .,.-~-'"-.•-~·•··.:.1 ..... l PERFORATED MESH-- SCREEN 0 ~ ~-~ ... 12.25 ISOMETRIC VIEW -CPS/DEFLECTOR PLATE SCALE: NTS TITLE: CPS- ... 14.50 ___j . . ··-:· _4 .;._. ·.4! I · • · · ·I -24.00 ----,- TOP SECTION VIEW -CPS/CATCH BASIN SCALE: NTS CONNECTOR PIPE SCREEN "L" CONFIGURATION DRAWN CHECKED ENG APPR. MFGAPPR. NOTES: 1. ALL COMPONETS SHALL BE MANUFACTURED FROM GRADE 304 STAINLESS STEEL. 2. PERFORATED MESH SCREEN SHALL BE 14GA, 304 STAINLESS STEEL, 3/16" {5MM) MAX HOLE SIZE, 45% MINIMUM OPEN AREA. 3. THE DEFLECTOR PLATE ASSEMBLY MAY BE NECESSARY FOR APPLICATIONS WITH FLOW ENTERING DIRECTLY ABOVE THE CPS. NAME DATE JGR 01/17/2020 1AM 01/24/2020 CMK 01/24/2020 Bright Water EDK 02/04/2020 Q.A. MAH 02/06/2020 uNLEssorHERw1sEsPec1F1rn, P.O. Box 85430 I San Diego, California 92186 I (619) 821-1558 DIMENSIONS ARE IN INCHES >----------~--------------~-----------------< TOLERANCES: www.wearebrightwater.com SIZE I DWG. NO. I REV SCALE: 1:12 DO NOT SCALE DRA WINGI FINISH 304 ST A IN LESS STEEL FRACTIONAL± 1/32 PROPRIETARY AND CONFIDENTIAL ANGULAR: MACH± 0.5 DEG BEND ± 1.0 DEG THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF BRIGHTWATER. ANY TWO PLACE DECIMAL ± 0.30 REPORODUCTION IN PART OR AS A WHOLE WITHOUTTHE WRTEEN PERMISSION OF BRIGHTWATER IS PROHIBTED. THREE PLACE DECIMAL ± 0.020 A I BWCPS-L-0001 1 A I SHEET2OF5 5 4 3 2 STANDARD MODELS (36-INCH) "L" CONFIGURATION Net Open Maximum Screen Screen Screen Screen Model Number Width1 Length2 Area3 Screen Treatment Height Area4 Flow Rate5 Model No. (in) (in) (ft) (ft2) (ft2) (cfs) BWCPS-3612L 36 12 3.89 3.89 1.98 3.90 BWCPS-3618L 36 18 3.89 5.83 2.97 7.16 BWCPS-3624L 36 24 3.89 7.77 3.96 11.02 BWCPS-3 630L 36 30 3.89 9.71 4.95 15.40 BWCPS-3 636L 36 36 3.89 11.66 5.95 20.24 This table lists commonly specified standard model sizes. Addlt!onal standard model sizes and custom sizes are available. 1. The ''Width" dimension indicates the distance from the inner most edges of the screen that span the connector pipe. 2. The "screen Length" is the total perimeter dimension of the screen that encompasses the c:onnector pipe. 3. The "Screen Area" Is the product of the "Screen length" and "Screen Height" with no consideration for open space. 4. The ''Net Open Screen Area" is based on a 14Ga, 3045S Perforated Screen With 3/16" Hole Size And 45" Minimum Open Area. Trash Storage Capacity6 (yd3) 0.60 0.90 1.19 1.49 1.79 Bypass Capacity7 (cfs) 12.94 12.94 12.94 12.94 12.94 DEFLECTOR PLATE ASSEMBLY SUPPORT HOOPS HINGED LID 'c() 5. MTFR utilizes an orifice coefficient (C) of0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 0 -~I WALL BRACKET 6. The "Trash Storage Capacity" utilizes a catch basin size of 14'-0" X 3'-2" and a maximum trash level of 40% of the moimum screen height. Different size catch basins will yield different values for Trash Storage Capacity. 7. The ''Bypass Capacity" assumes a maximum water elevation above the top of the screen of 1ft. The Bypass Capacity will vary with the water level above the top oft he screen. CONNECTOR PIPE- CATCH BASIN WALL . .-;• ,. .. . • .,. • 4 •• ., ~ .. . • ., 'I ·• .... ,.-I - :~·. .• .. ·~ ·'.• .. •• " .,.-~-'"-.•-~·•··.:.1 ..... l PERFORATED MESH-- SCREEN 0 ~ ~-~ ... 18.25 ISOMETRIC VIEW -CPS/DEFLECTOR PLATE SCALE: NTS TITLE: CPS- ... 21 .50 ___j . . ··-:· _4 .;._. ·.4! I · • · · ·I -36.00 ------,- TOP SECTION VIEW -CPS/CATCH BASIN SCALE: NTS CONNECTOR PIPE SCREEN "L" CONFIGURATION DRAWN CHECKED ENG APPR. MFGAPPR. NOTES: 1. ALL COMPONETS SHALL BE MANUFACTURED FROM GRADE 304 STAINLESS STEEL. 2. PERFORATED MESH SCREEN SHALL BE 14GA, 304 STAINLESS STEEL, 3/16" {5MM) MAX HOLE SIZE, 45% MINIMUM OPEN AREA. 3. THE DEFLECTOR PLATE ASSEMBLY MAY BE NECESSARY FOR APPLICATIONS WITH FLOW ENTERING DIRECTLY ABOVE THE CPS. NAME DATE JGR 01/17/2020 1AM 01/24/2020 CMK 01/24/2020 Bright Water EDK 02/04/2020 Q.A. MAH 02/06/2020 uNLEssorHERw1sEsPec1F1rn, P.O. Box 85430 I San Diego, California 92186 I (619) 821-1558 DIMENSIONS ARE IN INCHES >----------~--------------~-----------------< TOLERANCES: www.wearebrightwater.com SIZE I DWG. NO. I REV SCALE: 1:12 DO NOT SCALE DRA WINGI FINISH 304 ST A IN LESS STEEL FRACTIONAL± 1/32 PROPRIETARY AND CONFIDENTIAL ANGULAR: MACH± 0.5 DEG BEND ± 1.0 DEG THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF BRIGHTWATER. ANY TWO PLACE DECIMAL ± 0.30 REPORODUCTION IN PART OR AS A WHOLE WITHOUTTHE WRTEEN PERMISSION OF BRIGHTWATER IS PROHIBTED. THREE PLACE DECIMAL ± 0.020 A I BWCPS-L-0001 1 A I SHEET3OF5 5 4 3 2 STANDARD MODELS (42-INCH) "L" CONFIGURATION Net Open Maximum Screen Screen Screen Screen Model Number Width1 Length2 Area3 Screen Treatment Height Area 4 Flow Rate5 Model No. (in} (in} (ft} (ft2} (ft2} (cfs} BWCPS-4212L 42 12 4.53 4.53 2.31 4.54 BWCPS-4218L 42 18 4.53 6.80 3.47 8.35 BWCPS-4224L 42 24 4.53 9.07 4.62 12.85 BWCPS-4230L 42 30 4.53 11.33 5.78 17.96 BWCPS-4236L 42 36 4.53 13.60 6.94 23.61 This table lists commonly specified standard model sizes. Addlt!onal standard model sizes and custom sizes are available. 1. The ''Width" dimension indicates the distance from the inner most edges of the screen that span the connector pipe. 2. The "screen Length" is the total perimeter dimension of the screen that encompasses the c:onnector pipe. 3. The "Screen Area" Is the product of the "Screen length" and "Screen Height" with no consideration for open space. 4. The ''Net Open Screen Area" is based on a 14Ga, 3045S Perforated Screen With 3/16" Hole Size And 45" Minimum Open Area. Trash Storage Capacity6 (yd3} 0.58 0.86 1.15 1.44 1.73 Bypass Capacity7 (cfs} 15.10 15.10 15.10 15.10 15.10 DEFLECTOR PLATE ASSEMBLY SUPPORT HOOPS HINGED LID 'c() 5. MTFR utilizes an orifice coefficient (C) of0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 0 -~I WALL BRACKET 6. The "Trash Storage Capacity" utilizes a catch basin size of 14'-0" X 3'-2" and a maximum trash level of 40% of the moimum screen height. Different size catch basins will yield different values for Trash Storage Capacity. 7. The ''Bypass Capacity" assumes a maximum water elevation above the top of the screen of 1ft. The Bypass Capacity will vary with the water level above the top oft he screen. CONNECTOR PIPE- CATCH BASIN WALL . .-;• ,. .. . • .,. • 4 •• ., ~ .. . • ., 'I ·• .... ,.-I - :~·. .• .. ·~ ·'.• .. •• " .,.-~-'"-.•-~·•··.:.1 ..... l PERFORATED MESH-- SCREEN 0 ~ ~-~ ... 21.25 ISOMETRIC VIEW -CPS/DEFLECTOR PLATE SCALE: NTS TITLE: CPS- ... 25.25 ___j . . ··-:· _4 .;._. ·.4! I · • · · ·I -42.oo ----,- TOP SECTION VIEW -CPS/CATCH BASIN SCALE: NTS CONNECTOR PIPE SCREEN "L" CONFIGURATION DRAWN CHECKED ENG APPR. MFGAPPR. NOTES: 1. ALL COMPONETS SHALL BE MANUFACTURED FROM GRADE 304 STAINLESS STEEL. 2. PERFORATED MESH SCREEN SHALL BE l 4GA, 304 STAINLESS STEEL, 3/16" {5MM) MAX HOLE SIZE, 45% MINIMUM OPEN AREA. 3. THE DEFLECTOR PLATE ASSEMBLY MAY BE NECESSARY FOR APPLICATIONS WITH FLOW ENTERING DIRECTLY ABOVE THE CPS. NAME DATE JGR 01/17/2020 1AM 01/24/2020 CMK 01/24/2020 Bright Water EDK 02/04/2020 Q.A. MAH 02/06/2020 uNLEssorHERw1sEsPec1F1rn, P.O. Box 85430 I San Diego, California 92186 I (619) 821-1558 DIMENSIONS ARE IN INCHES >----------~--------------~-----------------< TOLERANCES: www.wearebrightwater.com SIZE I DWG. NO. I REV SCALE: 1:12 DO NOT SCALE DRA WINGI FINISH 304 ST A IN LESS STEEL FRACTIONAL± 1/32 PROPRIETARY AND CONFIDENTIAL ANGULAR: MACH± 0.5 DEG BEND ± 1.0 DEG THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF BRIGHTWATER. ANY TWO PLACE DECIMAL ± 0.30 REPORODUCTION IN PART OR AS A WHOLE WITHOUTTHE WRTEEN PERMISSION OF BRIGHTWATER IS PROHIBTED. THREE PLACE DECIMAL ± 0.020 A I BWCPS-L-0001 1 A I SHEET4OF5 5 4 3 2 STANDARD MODELS {48-INCH) "L" CONFIGURATION Screen Screen Net Open Maximum Screen Screen Model Number Screen Treatment Width1 Height Length2 Area3 Area4 Flow Rate5 Model No. (in) (in) (ft) (ft2) (ft2) (cfs) BWCPS-4812L 48 12 5.18 5.18 2.64 5.19 BWCPS-4818L 48 18 5.18 7.77 3.96 9.54 BWCPS-4824L 48 24 5.18 10.36 5.28 14.69 BWCPS-4830L 48 30 5.18 12.95 6.61 20.53 BWCPS-4836L 48 36 5.18 15.54 7.93 26.99 This table lists commonly specified standard model sizes. Addlt!onal standard model sizes and custom sizes are available. 1. The ''Width" dimension indicates the distance from the inner most edges of the screen that span the connector pipe. 2. The "screen Length" is the total perimeter dimension of the screen that encompasses the c:onnector pipe. 3. The "Screen Area" Is the product of the "Screen length" and "Screen Height" with no consideration for open space. 4. The ''Net Open Screen Area" is based on a 14Ga, 3045S Perforated Screen With 3/16" Hole Size And 45" Minimum Open Area. Trash Storage Capacity6 (yd3) 0.55 0.83 1.10 1.38 1.65 Bypass Capacity7 (cfs) 17.25 17.25 17.25 17.25 17.25 DEFLECTOR PLATE ASSEMBLY SUPPORT HOOPS HINGED LID 'c() 5. MTFR utilizes an orifice coefficient (C) of0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 0 -~I WALL BRACKET 6. The "Trash Storage Capacity" utilizes a catch basin size of 14'-0" X 3'-2" and a maximum trash level of 40% of the moimum screen height. Different size catch basins will yield different values for Trash Storage Capacity. 7. The ''Bypass Capacity" assumes a maid mum water elevation above the top of the screen of 1ft. The Bypass Capacity will vary with the water level above the top oft he screen. CONNECTOR PIPE- CATCH BASIN WALL . .-;• ,. .. . • .,. • 4 •• ., ~ .. . • ., 'I ·• .... ,.-I - :~·. .• .. ·~ ·'.• .. •• " .,.-~-'"-.4·~·•··.:.1 ..... l PERFORATED MESH-- SCREEN 0 ~ ~-~ ... 24.25 ISOMETRIC VIEW -CPS/DEFLECTOR PLATE SCALE: NTS TITLE: CPS- ... 28 .7 5 ____j . . ··-:· _4 .;._. ·.4! I · • · · ·I -48.00 -----,- TOP SECTION VIEW -CPS/CATCH BASIN SCALE: NTS CONNECTOR PIPE SCREEN "L" CONFIGURATION DRAWN CHECKED ENG APPR. MFGAPPR. NOTES: 1. ALL COMPONETS SHALL BE MANUFACTURED FROM GRADE 304 STAINLESS STEEL. 2. PERFORATED MESH SCREEN SHALL BE 14GA, 304 STAINLESS STEEL, 3/16" {SMM) MAX HOLE SIZE, 45% MINIMUM OPEN AREA. 3. THE DEFLECTOR PLATE ASSEMBLY MAY BE NECESSARY FOR APPLICATIONS WITH FLOW ENTERING DIRECTLY ABOVE THE CPS. NAME DATE JGR 01/17/2020 1AM 01/24/2020 CMK 01/24/2020 Bright Water EDK 02/04/2020 Q.A. MAH 02/06/2020 uNLEssoTHERw1sEsPec1F1rn, P.O. Box 85430 I San Diego, California 92186 I (619) 821-1558 DIMENSIONS ARE IN INCHES >----------~--------------~-----------------< TOLERANCES: www.wearebrightwater.com SIZE I DWG. NO. I REV SCALE: 1:12 DO NOT SCALE DRA WINGI FINISH 304 ST A IN LESS STEEL FRACTIONAL± 1/32 PROPRIETARY AND CONFIDENTIAL ANGULAR: MACH± 0.5 DEG BEND ± 1.0 DEG THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF BRIGHTWATER. ANY TWO PLACE DECIMAL ± 0.30 REPORODUCTION IN PART OR AS A WHOLE WITHOUTTHE WRTEEN PERMISSION OF BRIGHTWATER IS PROHIBTED. THREE PLACE DECIMAL ± 0.020 A I BWCPS-L-0001 1 A I SHEET5OF5 5 4 3 2 44 APPENDIX B (SPECIFICATIONS) Project Owner Stormwater Trash and Debris Guards Project Name 33 44 33 Project No. 1 BrightWaterTM Guide Specification Connector Pipe Screens Released 07/26/2020 This product guide specification is written according to the Construction Specifications Institute (CSI) 3-Part Format, including MasterFormat, SectionFormat, and PageFormat, contained in the CSI Manual of Practice. Note to Architect/Engineer: This section must be carefully reviewed and edited by the Architect/Engineer to meet the requirements of the project and local building code. Coordinate this section with other this section. Section numbers are from MasterFormat 2016 Edition. Update section number as necessary to current versions if required. Specifier Notes: This section covers the BrightWaterTM Stormwater Connector Pipe Screen. The BrightWaterTM Connector Pipe Screen is configured to meet the specific requirements of the project. Consult BrightWaterTM for assistance in editing this section for the specific project or application. specification sections and the Plans and Drawings. Delete all "Specifier Notes" when editing Project Owner Stormwater Trash and Debris Guards Project Name 33 44 33 Project No. 2 SECTION 33 44 33 STORMWATER TRASH AND DEBRIS GUARDS PART 1 GENERAL 1.01 SECTION INCLUDES A. BrightWaterTM Stormwater Connector Pipe Screens. 1.02 RELATED SECTIONS A. Section 01 33 00 Submittal Procedures B. Section 33 42 33 Stormwater Curbside Drains and Inlets 1.03 REFERENCE STANDARDS A. ASTM A193 Standard Specification for Alloy-Steel and Stainless Steel Bolting for High Temperature or High Pressure Service and Other Special Purpose Applications B. ASTM A240 Standard Specification for Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications C. ASTM A276 Standard Specification for Stainless Steel Bars and Shapes D. ASTM F593 Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs E. ASTM F594 Standard Specification for Stainless Steel Nuts 1.04 QUALITY ASSURANCE A. Maintain at the project site a copy of each referenced standard that prescribes execution requirements. B. The materials, process and finished stormwater treatment system shall be subject to inspection by the Engineer. Acceptance or rejection of the system shall be based on the Specifications contained in this section. C. The manufacturer of the Connector Pipe Screen(s) shall have a minimum of three years of experience manufacturing Devices of the type specified. D. The installer of the Connector Pipe Screen(s) shall have a minimum of three years of experience installing Devices of the type specified. 1.05 SUBMITTALS A. Submittals must conform to Section 01 33 00 - Submittal Procedures. B. Product Data: Submit installation instructions, Operations and Maintenance Manual, Material Certifications, and Performance Certifications. C. Record Documents: 1. Shop Drawings. manufacturer's product data, Project Owner Stormwater Trash and Debris Guards Project Name 33 44 33 Project No. 3 2. Operations and Maintenance Manual. 3. Installation Verification. 4. Material Certifications. 5. Performance Certifications. 1.06 DELIVERY, STORAGE, AND HANDLING A. D labels clearly identifying product name and manufacturer. B. Storage: 1. Store in accordance with m 2. Store in a clean, dry area. C. Handling: Protect materials during handling and installation to prevent damage. 1.07 WARRANTY A. Warranty must conform to Section 01 78 00 Closeout Submittals. At a minimum, the Manufacturer shall provide a two (2) year limited warranty. PART 2 - PRODUCTS 2.01 MANUFACTURERS A. BrightWaterTM Phone: (619) 821-1558 Email: customerservice@wearebightwater.com Website: www.wearebrightwater.com 2.02 CONNECTOR PIPE SCREEN DESIGN A. Provide a complete, permanent system for screening and capturing the site stormwater runoff by way of a Connector Pipe Screen. B. All material shall meet or exceed the referenced applicable standards as well as federal, state, and local requirements. C. The treatment Device shall be certified as a Full Capture Trash Treatment Control Device by the California State Water Resources Control Board (SWRCB). 2.03 GENERAL A. The Connector Pipe Screen shall remove trash, debris and sediment, and other gross pollutants from dry weather and wet weather runoff entering the project curb inlet or drop inlets elivery: Deliver to site in manufacturer's original, unopened containers and packaging, with anufacturer's instructions. Project Owner Stormwater Trash and Debris Guards Project Name 33 44 33 Project No. 4 catch basins. The Device consists of a metal screen and mounting framework that installs in front of the outlet pipe (connector pipe) of the curb inlet or drop inlet catch basin. An optional deflector plate assembly should be specified for applications with incoming flow directly above the Connector Pipe Assembly. The Connector Pipe Screen(s) shall be designed and installed in such a manner that they treat the necessary stormwater flows, as detailed in the project B. The Connector Pipe Screen shall not utilize any moving parts in the screening process and shall not obstruct the hydraulic flow path or the curb inlet manned access points in any manner. 2.04 MATERIALS The Connector Pipe Screen shall be manufactured from materials that provide for a design service life not less than 25 years. Specific material requirements and properties are detailed below; SCREEN The Connector Pipe Screen metal screen shall be made from a minimum of 14 gauge, perforated 304 stainless steel with a maximum hole size of to ASTM A240. SUPPORTS The screen supports shall be made from a minimum of 14ga, 304 stainless steel angle conforming to ASTM A276. BRACKETS The mounting brackets shall be made from a minimum of 14ga, 304 stainless steel angle conforming to ASTM A276. PLATE ASSEMBLY The Deflector Plate Assembly shall be made from a minimum of 14ga, 304 stainless steel angle conforming to ASTM A276. HARDWARE All mounting and assembly hardware shall be made from 304SS and shall conform to ASTM A193, F593 or F594. 2.05 PERFORMANCE A. The Connector Pipe Screen(s) shall remove trash, debris, sediment ad other gross pollutants from dry weather and wet weather runoff entering the project curb inlet and drop inlet catch basins. B. Treatment flow rates and storage capacities shall meet or exceed the Specifications in Table 1 or Table 2 for given models Specified on the Plans. C. Performance of the Connector Pipe Screen(s) shall be based on treating the Water Quality Flow Rate and Trash Capture Flow Rate without internally bypassing and without re- suspension and washout of captured pollutants. The Maximum Treatment Flow Rate for each targeted pollutant shall be greater than or equal to the WQF and Trash Capture Flow Rate as detailed in the project WQMP. D. The Connector Pipe Screen shall be capable of capturing and retaining 100% of all particles 5mm or greater up to the Maximum Trash Treatment Flow Rate. WQMP, without impeding the storm drain system's maximum hydraulic capacity. 3/16" (5mm) and a minimum open area of45% and shall conform Project Owner Stormwater Trash and Debris Guards Project Name 33 44 33 Project No. 5 2.05 PERFORMANCE (Continued) Table 1 STANDARD MODELS "U" CONFIGURATION Model Number ScreenWidth1 Screen Height Screen Length2 Screen Area3 Net Open Screen Area4 Maximum Treatment Flow Rate5 Trash Storage Capacity6 Bypass Capacity7 Model No. (in) (in) (ft) (ft2) (ft2) (cfs) (yd3) (cfs) BWCPS-2112U 21 12 2.78 2.78 1.42 2.79 0.64 9.27 BWCPS-2118U 21 18 2.78 4.17 2.13 5.13 0.96 9.27 BWCPS-2124U 21 24 2.78 5.57 2.84 7.89 1.28 9.27 BWCPS-2130U 21 30 2.78 6.96 3.55 11.03 1.60 9.27 BWCPS-2136U 21 36 2.78 8.35 4.26 14.50 1.92 9.27 BWCPS-2412U 24 12 3.18 3.18 1.62 3.19 0.63 10.59 BWCPS-2418U 24 18 3.18 4.77 2.43 5.86 0.95 10.59 BWCPS-2424U 24 24 3.18 6.36 3.24 9.02 1.27 10.59 BWCPS-2430U 24 30 3.18 7.95 4.06 12.61 1.58 10.59 BWCPS-2436U 24 36 3.18 9.54 4.87 16.57 1.90 10.59 BWCPS-3612U 36 12 4.77 4.77 2.43 4.78 0.60 15.89 BWCPS-3618U 36 18 4.77 7.16 3.65 8.79 0.91 15.89 BWCPS-3624U 36 24 4.77 9.54 4.87 13.53 1.21 15.89 BWCPS-3630U 36 30 4.77 11.93 6.08 18.91 1.51 15.89 BWCPS-3636U 36 36 4.77 14.31 7.30 24.86 1.81 15.89 BWCPS-4212U 42 12 5.57 5.57 2.84 5.58 0.59 18.54 BWCPS-4218U 42 18 5.57 8.35 4.26 10.25 0.88 18.54 BWCPS-4224U 42 24 5.57 11.13 5.68 15.78 1.17 18.54 BWCPS-4230U 42 30 5.57 13.92 7.10 22.06 1.46 18.54 BWCPS-4236U 42 36 5.57 16.70 8.52 29.00 1.76 18.54 BWCPS-4812U 48 12 6.36 6.36 3.24 6.38 0.56 21.19 BWCPS-4818U 48 18 6.36 9.54 4.87 11.72 0.85 21.19 BWCPS-4824U 48 24 6.36 12.72 6.49 18.04 1.13 21.19 BWCPS-4830U 48 30 6.36 15.90 8.11 25.21 1.41 21.19 BWCPS-4836U 48 36 6.36 19.09 9.73 33.14 1.69 21.19 This table lists commonly specified standard model sizes. Additional standard model sizes and custom sizes are available. 1. The "Width" dimension indicates the distance from the inner most edges of the screen that span the connector pipe. 2. The "Screen Length" is the total perimeter dimension of the screen that encompasses the connector pipe. 3. The "Screen Area" is the product of the "Screen Length" and "Screen Height" with no consideration for open space. 4. The "Net Open Screen Area" is based on a 14Ga, 304SS Perforated Screen With 3/16" Hole Size And 45% Minimum Open Area. 5. MTFR utilizes an orifice coefficient (C) of 0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 6. The "Trash Storage Capacity" utilizes a catch basin size of 14'-0" X 3'-2" and a maximum trash level of 40% of the maximum screen height. Different size catch basins will yield different values for Trash Storage Capacity. 7. The "Bypass Capacity" assumes a maximum water elevation above the top of the screen of 1ft. The Bypass Capacity will vary with the water level above the top of the screen. Project Owner Stormwater Trash and Debris Guards Project Name 33 44 33 Project No. 6 2.05 PERFORMANCE (Continued) Table 2 STANDARD MODELS "L" CONFIGURATION Model Number ScreenWidth1 Screen Height Screen Length2 Screen Area3 Net Open Screen Area4 Maximum Treatment Flow Rate5 Trash Storage Capacity6 Bypass Capacity7 Model No. (in) (in) (ft) (ft2) (ft2) (cfs) (yd3) (cfs) BWCPS-2112L 21 12 2.27 2.27 1.16 2.27 0.64 7.55 BWCPS-2118L 21 18 2.27 3.40 1.73 4.17 0.95 7.55 BWCPS-2124L 21 24 2.27 4.53 2.31 6.43 1.27 7.55 BWCPS-2130L 21 30 2.27 5.67 2.89 8.98 1.59 7.55 BWCPS-2136L 21 36 2.27 6.80 3.47 11.81 1.91 7.55 BWCPS-2412L 24 12 2.59 2.59 1.32 2.60 0.63 8.63 BWCPS-2418L 24 18 2.59 3.89 1.98 4.77 0.95 8.63 BWCPS-2424L 24 24 2.59 5.18 2.64 7.35 1.26 8.63 BWCPS-2430L 24 30 2.59 6.48 3.30 10.27 1.58 8.63 BWCPS-2436L 24 36 2.59 7.77 3.96 13.49 1.89 8.63 BWCPS-3612L 36 12 3.89 3.89 1.98 3.90 0.60 12.94 BWCPS-3618L 36 18 3.89 5.83 2.97 7.16 0.90 12.94 BWCPS-3624L 36 24 3.89 7.77 3.96 11.02 1.19 12.94 BWCPS-3630L 36 30 3.89 9.71 4.95 15.40 1.49 12.94 BWCPS-3636L 36 36 3.89 11.66 5.95 20.24 1.79 12.94 BWCPS-4212L 42 12 4.53 4.53 2.31 4.54 0.58 15.10 BWCPS-4218L 42 18 4.53 6.80 3.47 8.35 0.86 15.10 BWCPS-4224L 42 24 4.53 9.07 4.62 12.85 1.15 15.10 BWCPS-4230L 42 30 4.53 11.33 5.78 17.96 1.44 15.10 BWCPS-4236L 42 36 4.53 13.60 6.94 23.61 1.73 15.10 BWCPS-4812L 48 12 5.18 5.18 2.64 5.19 0.55 17.25 BWCPS-4818L 48 18 5.18 7.77 3.96 9.54 0.83 17.25 BWCPS-4824L 48 24 5.18 10.36 5.28 14.69 1.10 17.25 BWCPS-4830L 48 30 5.18 12.95 6.61 20.53 1.38 17.25 BWCPS-4836L 48 36 5.18 15.54 7.93 26.99 1.65 17.25 This table lists commonly specified standard model sizes. Additional standard model sizes and custom sizes are available. 1. The "Width" dimension indicates the distance from the inner most edges of the screen that span the connector pipe. 2. The "Screen Length" is the total perimeter dimension of the screen that encompasses the connector pipe. 3. The "Screen Area" is the product of the "Screen Length" and "Screen Height" with no consideration for open space. 4. The "Net Open Screen Area" is based on a 14Ga, 304SS Perforated Screen With 3/16" Hole Size And 45% Minimum Open Area. 5. MTFR utilizes an orifice coefficient (C) of 0.60 and an approximated upstream/downstream head differential across the screen of 2/3 of the maximum screen height. The listed MTFR has a safety factor (SF) of 2X applied. 6. The "Trash Storage Capacity" utilizes a catch basin size of 14'-0" X 3'-2" and a maximum trash level of 40% of the maximum screen height. Different size catch basins will yield different values for Trash Storage Capacity. 7. The "Bypass Capacity" assumes a maximum water elevation above the top of the screen of 1ft. The Bypass Capacity will vary with the water level above the top of the screen. Project Owner Stormwater Trash and Debris Guards Project Name 33 44 33 Project No. 7 2.05 PERFORMANCE (Continued) E. The Connector Pipe Screen(s) shall be designed to withstand a lateral force of standing water plus a 2X safety factor within the catch basin in which the Connector Pipe Screen(s) is/are installed considering a water level flush with the maximum height of the assembly and the screen entirely obstructed. PART 3 EXECUTION 3.01 General A. The installation of the Connector Pipe Screen(s) shall be performed by a Manufacturer approved installation Contractor. The Contractor and installation shall conform to all applicable national, state, and local laws and ordinances. 3.02 Identification A. All Connector Pipe Screen(s) shall be identified with permanent markings that indicate the following minimum information: 1. Name of Manufacturer 2. Model of Device 3. Date of Manufacture 4. Date of Installation 5. Manufacturer Contact Information 3.03 Installation A. The Contractor shall furnish all labor, equipment and materials required to install the Connector Pipe Screen(s) in accordance with the Plans and Specifications. B. Plans indicate a general location and arrangement for the Connector Pipe Screen(s). Where specific installation procedures are not indicated in the Plans, follow the written instructions. C. All Devices shall be inspected for defects in materials and workmanship prior to installation. Any defective, damaged or otherwise compromised Device shall be marked as such and not utilized. D. Any damage to the catch basin as a result of the installation is the responsibility of the Contractor. E. The Connector Pipe Screen(s) shall be installed in such a manner that there is no gap or opening greater than 5mm in size that allows water to bypass the Connector Pipe Screen assembly. F. The Connector Pipe Screen(s) shall be installed in a manner such that no components of the Device encroaches into the manhole opening by more than four (4) inches. G. Any edge of the Connector Pipe Screen(s) assembly that does not abut a wall or floor shall be smooth and not have any rough edges, burrs, cut perforations, or prongs. product manufacturer's Project Owner Stormwater Trash and Debris Guards Project Name 33 44 33 Project No. 8 H. The Contractor shall supply the Engineer with a record of installation that includes the following minimum information: 1. Project Name 2. Project Location 3. Name of Manufacturer 4. Manufacturer Contact 5. Date of Installation 6. Drainage Inlet Location 7. Model of Device Project Owner Stormwater Trash and Debris Guards Project Name 33 44 33 Project No. 9 REVISION TABLE Version Release Date Summary of Changes BW1.00 07/26/2020 Initial Release BW1.01 10/14/2020 Revised U Configuration Model Numbers. II II 54 APPENDIX C (INSTALLATION) For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com Manual - Installation - CPS - Version BW1.00.docx Installation Guide for Connector Pipe Screens __________________________________________________________________________ Installation Guide __________________________________________________________________________ 0 Bright Water For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 2 Manual - Installation - CPS - Version BW1.00.docx Installation Guide for Connector Pipe Screens OVERVIEW: The BrightWaterTM Connector Pipe Screen (CPS) is a post-construction, stormwater Best Management Practice (BMP) designed to capture 100% of trash and debris 5mm and larger in size from stormwater systems. The device, which consists of a metal screen and mounting framework, installs in front of the outlet pipe (connector pipe) of a curb inlet or drop inlet catch basin and screens for gross pollutants such as trash and debris effectively converting an existing or new catch basin into a treatment device. The Device is typically implemented to comply with Federal, State, and Local Clean Water Act regulations and Full Trash Capture compliance. To ensure proper function of the Device and continued protection of the receiving water bodies, the Device must be assembled and installed properly. This guideline contains recommendations and requirements for the assembly and installation of the BrightWaterTM Connector Pipe Screen. ASSEMBLY AND INSTALLATION OVERVIEW: Proper assembly and installation of a stormwater treatment Device is necessary to ensure the treatment Device operates as intended and is providing the necessary pollutant removal. Proper assembly and installation can also minimize maintenance and repairs for the lifetime of the treatment Device. Assembly and installation should follow this guideline for recommendations and requirements as well as any local, state and federal requirements. CURB INLET CATCH BASIN CURB INLET OPENING CONNECTOR PIPE SCREEN GUTTER CURB MANHOLE COVER BRIGHTWATERTM CONNECTOR PIPE SCREEN INSTALLED IN A CURB INLET STYLE CATCH Figure 1- BrightwaterTM Connector Pipe Screen Diagram 0 Bright Water For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 3 Manual - Installation - CPS - Version BW1.00.docx Installation Guide for Connector Pipe Screens ASSEMBLY AND INSTALLATION EQUIPMENT: The following equipment and tools are recommended to facilitate assembly and installation of the BrightWaterTM Connector Pipe Screen: Personal Protective Equipment (PPE) including but not limited to pants, long sleeve shirt, boots, gloves, eye protection, hearing protection, head protection, and high visibility safety vest. Work Zone safety equipment including but not limited to safety cones, street barricades, traffic control signage, and open manhole barricades. Manhole Hook/Removal Tool or similar. Flashlight. Tape Measure. Digital Camera. Hammer Ratchet with 1/2 9/16 Rotary Hammer Drill 3/8 Concrete Drill Bit Industrial Vacuum (Truck mounted, trailer mounted, or portable) A treatment Device Installation form. 0 Bright Water • • • • • • • • ½" Combination Wrench. • " and " Sockets . • • • • " 0~~~~4\:,_;fl-A ] ~~6~>t~ For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 4 Manual - Installation - CPS - Version BW1.00.docx Installation Guide for Connector Pipe Screens ASSEMBLY AND INSTALLATION MATERIALS: The following treatment Device components and assembly/installation hardware are required to complete assembly and installation of the Connector Pipe Screen. Typically these materials are supplied by BrightWaterTM. Some installations may require non-standard installation hardware. Please check with BrightWaterTM to determine which materials will need to be supplemented if any. 1X - Connector Pipe Screen Assembly (Includes Pre-welded Hoop) 2X - Wall Brackets 4X 5/16 - SS Bolt 8X 5/16 Flat Washer 4X 5/16 -18 SS Lock Nut 4X 3/8 -3/4 Wedge Anchor w/ Nut and Washer B A C D E F 0 Bright Water ® © @ ® ® iii - " 18 X 1" " - " x 2 " Long SS -"SS For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 5 Manual - Installation - CPS - Version BW1.00.docx Installation Guide for Connector Pipe Screens ASSEMBLY AND INSTALLATION PROCEDURES: The BrightWaterTM Connector Pipe Screen can be assembled and installed with minimal equipment and effort. The installation should begin by preparing and installing all safety measures. Specific procedures for the installation are detailed below: STEP 1: Adorn all PPE and prepare documentation equipment. Install all Work Zone safety equipment and conduct a brief safety meeting. Work Zone safety equipment should protect the installer(s) from vehicular traffic and should also isolate and protect pedestrians and vehicles from the work zone. STEP 3: Thoroughly clean the catch basin of all trash, debris, and sediment to allow for an unobstructed installation. STEP 2: Remove the manhole cover utilizing the manhole puller/remover and safely set aside out of the way of the installation operations and pedestrians or vehicles. Prepare the catch basin for manned entry. 0 Bright Water / For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 6 Manual - Installation - CPS - Version BW1.00.docx Installation Guide for Connector Pipe Screens STEP 4: Insert the Connector Pipe Screen into the catch basin through the manhole opening (shown) or through the grated opening of the catch basin. Most units will fit sideways through a standard manhole opening. Connector Pipe Screen assemblies that are 22-inches in height or taller will be supplied in two pieces that will fit through the manhole opening and can be assembled inside of the catch basin. STEP 5: Assemble the Wall Brackets to the Screen Assembly using the supplied hardware. The hardware should be snug to allow for adjustment. 0 Bright Water C For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 7 Manual - Installation - CPS - Version BW1.00.docx Installation Guide for Connector Pipe Screens STEP 5 (Continued): Assembly can be accomplished with a wrench and ratchet. The order of assembly can be seen in the diagram above. The brackets should be snugly assembled but moveable to allow for adjustment when mounting the assembly to the wall. There are four locations that require the assembly hardware. STEP 6: Mark the centerline of the outlet pipe and align the screen assembly with the center of the outlet pipe. Position the screen assembly with brackets against the wall and centered with the pipe. The smooth edge of the screen should face upward. 0 Bright Water For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 8 Manual - Installation - CPS - Version BW1.00.docx Installation Guide for Connector Pipe Screens STEP 7: Mark the mounting holes and drill the holes using a rotary hammer drill. The Wall Brackets provide for a total of six mounting locations. The assembly only needs to utilize four mounting holes (2ea at the top and 2ea at the bottom). The center mounting holes can remain unutilized provided the catch basin concrete is structurally sound and provides a secure connection for the Device. Should the concrete be deteriorated or not provide for a strong connection, the center mounting hole of the wall brackets can be utilized. STEP 8: Clean the mounting holes and the catch basin one last time. Install the concrete wedge anchors flush to the washer/nut. 0 Bright Water .. \ . .. For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 9 Manual - Installation - CPS - Version BW1.00.docx Installation Guide for Connector Pipe Screens STEP 9: Mount the screen assembly to the wedge anchors making sure the Wall Brackets are mounted flush to the floor of the catch basin. Adjust the screen assembly flush to the floor of the catch basin and tighten the assembly bolts. STEP 10: Inspect the installation ensuring the assembly is firmly attached to the wall of the catch basin and there are no gaps around the side or bottom of the screen in excess of 5mm. Ensure the cut edge of the screen is oriented to contact the floor of the catch basin. 0 Bright Water For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 10 Manual - Installation - CPS - Version BW1.00.docx Installation Guide for Connector Pipe Screens STEP 11: Finalize the Documentation and Installation Form Photograph the conditions of the interior and exterior of the catch basin and Connector Pipe Screen. Document the installation using the Treatment Device Installation Form included with this manual or similar. The presence of standing water or vector such as mosquitos should be highlighted in the installation form. The local vector control agency should be notified if mosquitos are present in the catch basin or conditions exist in the catch basin that would cause standing water. STEP 12: Replace the manhole cover and remove all Work Zone Safety Equipment. 0 Bright Water For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 11 Manual - Installation - CPS - Version BW1.00.docx Installation Guide for Connector Pipe Screens INSTALLATION FORM Site Name: ____________________________________________________________________ Site Address: __________________________________________________________________ _____________________________________________________________________________ (City) (State) (Zip Code) NPDES Tracking No. ____________________________________________________________ Owner/Operator Name: __________________________________________________________ Site Contact: __________________________________________________________________ Phone: ( ) - Email: _____________________________________________ Installer Name: _______________________________________________________________ Phone: ( ) - Email: _____________________________________________ Date of Installation: ________/________/_____________ BMP ID BMP Location (Site Map or GPS Coordinates) CPS Model Number Notes/Comments 0 Bright Water Please email the completed form to customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com Chart - Measurement - CPS-CI - Version BW1.00.docx Measurement Chart for Connector Pipe Screens A = The inside width of the catch basin not including the wings (if any). B = The depth measured from the gutter flow line to the catch basin bottom at the front face of the catch basin. C = The depth measured from the gutter flow line to the crown of the outlet pipe. D = The depth measured from the wing flow line (if any) at the entrance into the catch basin to the crown of the outlet pipe. E = The distance from the inside front wall to the inside rear wall of the catch basin. F = The width of the wing (if any) at the entrance to the catch basin. G/H = Distance from the edge of the catch basin to the inside edge of the Connector Pipe. I = Slope of the Catch Basin. CONTACT AND PROJECT INFORMATION Company Name: Contact Name: Mailing Address Street: City: State: Zip: Phone: Email: Project Name: Project Address Street: City: State: Zip: Regulatory Agency: Special Instructions: MEASUREMENTS DRAIN NO. QTY FIELD MEASURED DIMENSIONS NO. OF WINGS A B C D E F G H I ~ V) u .....J <-~< z~ 0 UJ U Cl .. .. 1 ~ B Bright Water f"LOW \ FRONT LINE SECTION VIEW \ ·•.s. . \ r A - ~ . . I : C I D . J~ i-- ~ . . .. .. /CURB SIDE OPENING SECTION VIEW I , I T .;. _,,,,,--cuRB 't OPENING . . . (~ .. . LF-.. l D C B -OUTLET a PIPE OUTLET -I~ PIPE ~ __,__ - -1-J - E Please email the completed form to customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com Chart - Measurement - CPS-CI - Version BW1.00.docx Measurement Chart for Connector Pipe Screens INSTRUCTIONS: 1. Circle the example catch basin layout that best matches the field conditions for the project s catch basin(s). If more than one catch basin is being retrofitted please circle and list the number next to the example layout. 2. Please sketch any modifications to the example necessary. 3. If no example layout best matches the project s catch basin, please sketch the catch basin on the blank diagram to the right. MEASUREMENTS (Continued) Bright Water FRONT-LEFT OUTLET BACK-CENTER OUTLET LEFT -FRONT OUTLET BACK-LEFT-CORNER OUTLET ..... ,:•. FRONT -CENTER OUTLET BACK-RIGHT OUTLET RIGHT -BACK OUTLET FRONT-LEFT -CORNER OUTLET II FRONT-RIGHT OUTLET LEFT-BACK OUTLET RIGHT -CENTER OUTLET BACK-RIGHT-CORNER OUTLET II _/ BACK -LEFT OUTLET LEFT=CENTER OUTLET RIGHT-FRONT OUTLET FRONT -RIGHT-CORNER OUTLET . 68 APPENDIX D (I&M MANUAL) For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens __________________________________________________________________________ Inspection and Maintenance Guide __________________________________________________________________________ 0 Bright Water For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 2 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens OVERVIEW: The BrightWaterTM Connector Pipe Screen (CPS) is a post-construction, stormwater Best Management Practice (BMP) designed to capture 100% of trash and debris 5mm and larger in size from stormwater systems. The device, which consists of a metal screen and mounting framework, installs in front of the outlet pipe (connector pipe) of a curb inlet or drop inlet catch basin and screens for gross pollutants such as trash and debris effectively converting an existing or new catch basin into a treatment device. The Device is typically implemented to comply with Federal, State, and Local Clean Water Act regulations and Full Trash Capture compliance. To ensure proper function of the Device and continued protection of the receiving water bodies, the Device must be regularly inspected and maintained. These requirements to inspect and maintain apply to all stormwater BMPs regardless of type, function or even brand. This guideline contains recommendations and requirements for the inspection and maintenance specific to the BrightWaterTM Connector Pipe Screen. INSPECTION OVERVIEW: A thorough inspection program is necessary to ensure the treatment Device is operating as intended and providing the necessary pollutant removal. An actively practiced inspection program can also minimize unnecessary maintenance and provide insight to the status of the CURB INLET CATCH BASIN CURB INLET OPENING CONNECTOR PIPE SCREEN GUTTER CURB MANHOLE COVER BRIGHTWATERTM CONNECTOR PIPE SCREEN INSTALLED IN A CURB INLET STYLE CATCH Figure 1- BrightwaterTM Connector Pipe Screen Diagram 0 Bright Water For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 3 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens receiving water bodies. An inspection program should be structured based on the type of treatment Device as well as the location and function of the treatment Device. It is critical to closely monitor and document the first year of operation after initial installation in order to develop a long term maintenance plan for the Device that is consistent with the environmental requirements of the installation. INSPECTION FREQUENCY AND TIMING: The BrightWaterTM Connector Pipe Screen should be inspected on a routine and recurring basis. The frequency and timing of the inspections can be variable based on the configuration of the Device, location of the Device within the drainage system, and the geographic region of installation. During the first year of operation, after initial installation, the Connector Pipe Screen should be inspected more frequently to create a baseline of understanding for operation of the Device. Subsequent years of operation can have reduced inspection provided no anomalous events occur during the year. First Year Inspection A minimum of three inspections in the first year are recommended. The first inspection should occur on or around the start of the rainy season with the last inspection occurring on or around the end of the rainy season. If the region of installation has no definitive rainy season, inspections should be spaced evenly throughout the year. Maintenance visits may coincide with inspection visits. Second Year and Subsequent Year Inspections A minimum of two inspections per year are recommended. The first inspection should occur on or around the start of the rainy season and the final inspection should occur on or around the end of the rainy season. If the region of installation has no definitive rainy season, inspections should be spaced evenly throughout the year. If during the first year inspection the Device and/or location is determined have high pollutant loadings or atypical loadings of sediment, trash and debris, additional inspections may be necessary. Maintenance visits may coincide with inspection visits. INSPECTION EQUIPMENT: The following equipment and tools are recommended to facilitate inspection of the BrightWaterTM Connector Pipe Screen: Personal Protective Equipment (PPE) including but not limited to pants, long sleeve shirt, boots, gloves, eye protection, hearing protection, head protection, and high visibility safety vest. Work Zone safety equipment including but not limited to safety cones, street barricades, traffic control signage, and open manhole barricades. 0 Bright Water • • • • For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 4 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens Manhole Hook/Removal Tool or similar. Flashlight. Tape Measure. Digital Camera. A treatment Device Inspection and Maintenance form for documenting the inspection visit. (A BrightWaterTM Inspection and Maintenance form is included with this document.) INSPECTION PROCEDURES: The BrightWaterTM Connector Pipe Screen can be inspected without entry into the catch basin. The Inspection should begin by preparing and installing all safety measures followed by the inspection and documentation. Specific procedures for the inspection are detailed below: Adorn all PPE and prepare documentation equipment. Install all Work Zone safety equipment and conduct a brief safety meeting. Work Zone safety equipment should protect the inspector(s) from vehicular traffic and should also isolate and protect pedestrians and vehicles from the work zone. Remove the manhole cover utilizing the manhole puller/remover and safely set aside out of the way of the inspection operations and pedestrians or vehicles. Inspect the gutter, curb face, and curb opening. The areas outside of the catch basin should be free from debris, obstructions and standing water. The presence of any of these conditions outside of the catch basin are potential indicators of maintenance that may be necessary for the Connector Pipe Screen. If any of these maintenance indicators are encountered they should be documented and, depending on severity, should be rectified through recommended maintenance. Maintenance may occur simultaneously with inspection provided the maintenance indicators have already been documented. Utilizing a flashlight, inspect the interior of the catch basin Once outfitted with a Connector Pipe Screen, the interior of the catch basin is converted into a stormwater treatment device and acts as both the treatment and storage vessel for pollutants. 0 Bright Water • • • • • 0~~~~,4: .. ;~-A ] ~E& • • • • • For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 5 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens Pollutants such as trash, debris, and sediment are expected to be captured inside of the catch basin. The presence of such pollutants are indicators the Device is operating as intended. Conversely, the lack of such pollutants present in the Device may be an indicator that the Device or stormwater system is not functioning as intended. The quantities of pollutants should be documented and compared with the maximum capacities for the Device and maintenance recommended as necessary. Inspect the area behind the CPS and the Connector pipe. - The area behind the Connector Pipe Screen and the Connector Pipe itself should be free from debris, obstructions, and standing water. The presence of any of these conditions downstream of the treatment Device are potential indicators of maintenance that may be necessary for the Connector Pipe Screen treatment system. If any of these maintenance indicators are encountered, they should be documented and depending on the severity, should be rectified through recommended maintenance. Maintenance may occur simultaneously with inspection provided the maintenance indicators have already been documented. Inspect the Connector Pipe Screen for physical or structural anomalies. The CPS should be firmly mounted to the catch basin wall and floor and there should be no loose or missing hardware. No gaps in excess of 5mm should be present. Bent, Broken, or otherwise damaged structural components should documented and maintained. Finalize the Documentation and Inspection Form Photograph the conditions of interior and exterior of the catch basin and Connector Pipe Screen. Document the inspection event utilizing the Treatment Device Inspection Form included with this manual or similar. The presence of standing water or vector such as mosquitos should be highlighted in the inspection form. The local vector control agency should be notified if mosquitos are present in the catch basin or treatment Device. Replace the manhole cover and remove all Work Zone Safety Equipment. Confined Space Entry is typically not required for routine inspections of standard installations. Confined space entry protocol should be followed should circumstances require entry into the catch basin for inspection. MAINTENANCE OVERVIEW: To ensure proper function of the BrightWaterTM Connector Pipe Screen and to ensure continued protection of the receiving water bodies, the Device must be regularly maintained. A maintenance program should be structured based on the type of treatment Device as well as the location and function of the treatment Device. It is also important to incorporate data received from the inspection program into the maintenance recommendations to ensure proper function but also to minimize unnecessary maintenance. It is important to recognize that maintenance operations include a wide variety of operations and not all operations have to occur during each maintenance cycle. Maintenance may consist solely of trash and debris 0 Bright Water • • • • * For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 6 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens removal or may consist of repair and replacement of components. A customized maintenance program provides the most benefit to operation while minimizing maintenance costs. MAINTENANCE FREQUENCY AND TIMING: BrightWaterTM Connector Pipe Screens should be maintained on a routine and recurring basis. The frequency and timing of the maintenance can be variable based on the configuration of the Device, location of the Device within the drainage system, and the geographic region of installation. During the first year of operation, after initial installation, the Connector Pipe Screen may need to be maintained more frequently to create a baseline of understanding for operation of the Device. Subsequent years of operation may have reduced maintenance provided no anomalous events occur during the year. First Year Maintenance A minimum of three maintenance visits in the first year are recommended. The first maintenance visit should occur on or around the start of the rainy season with the last maintenance visit occurring on or around the end of the rainy season. If the region of installation has no definitive rainy season, maintenance visits should be spaced evenly throughout the year. Maintenance visits may coincide with inspection visits. Second Year and Subsequent Year Maintenance A minimum of two maintenance visits per year are recommended. The first maintenance visit should occur on or around the start of the rainy season and the final maintenance visit should occur on or around the end of the rainy season. If the region of installation has no definitive rainy season, maintenance visits should be spaced evenly throughout the year. If during the first year inspection the Device and/or location is determined have high pollutant loadings or atypical loadings of sediment, trash and debris, additional maintenance visits may be necessary. Maintenance visits may coincide with inspection visits. MAINTENANCE EQUIPMENT: The following equipment and tools are recommended to facilitate maintenance of the BrightWaterTM Connector Pipe Screen: Personal Protective Equipment (PPE) including but not limited to pants, long sleeve shirt, boots, gloves, eye protection, hearing protection, head protection, and high visibility safety vest. Work Zone safety equipment including but not limited to safety cones, street barricades, traffic control signage, and open manhole barricades. Manhole Hook/Removal Tool or similar. Flashlight. 0 Bright Water • • • • • • For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 7 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens Tape Measure. Digital Camera. Small hand tools such as wrenches, screw drivers, and socket set. Industrial Vacuum (Truck mounted, trailer mounted, or portable) A treatment Device Inspection and Maintenance form for documenting the inspection visit. (A BrightWaterTM Inspection and Maintenance form is included with this document.) MAINTENANCE PROCEDURES: The BrightWaterTM Connector Pipe Screen can be routinely maintained without entry into the catch basin for most applications. Maintenance should begin by preparing and installing all safety measures followed by Inspection and documentation. Specific procedures for Maintenance are detailed below: Adorn all PPE and prepare documentation equipment. Install all Work Zone safety equipment and conduct a brief safety meeting. Work Zone safety equipment should protect the maintenance personnel from vehicular traffic and should also isolate and protect pedestrians and vehicles from the work zone. Remove the manhole cover utilizing the manhole puller/remover and safely set aside out of the way of the inspection operations and pedestrians or vehicles. If during inspection it is determined the accumulated trash, debris, and sediment requires removal, an industrial vacuum should be utilized to remove the material. Using a reduced diameter suction hose, vacuum the trash, debris, and sediment from the interior of the catch basin. Figure 2 and Figure 3 illustrate typical maintenance scenarios. The suction hose is inserted through the manhole opening as illustrated in Figure 2 and Figure 3. The suction hose should be maneuvered around within the interior of the catch basin removing all trash, debris, and sediment. A pressure washing wand may be utilized to assist this process by freeing stubborn and clogged material from the screen of the Device. The suction hose should remain inside the catch basin at the front edge of the screen while the Device is being washed down. 0 Bright Water • • • • • 0~~~~,4: .. ;~-A ] ~~6~>t~ • • • • For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 8 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens BRIGHTWATERTM CONNECTOR PIPE SCREEN MAINTENANCE - SCENARIO 1 MANHOLE OPENING CURB INLET OPENING CURB INLET CATCH BASIN CONNECTOR PIPE SCREEN INDUSTRIAL VACUUM HOSE OUTLET PIPE Figure 2 - BrightwaterTM Connector Pipe Screen Maintenance Scenario 1 Figure 3 - BrightwaterTM Connector Pipe Screen Maintenance Scenario 2 INDUSTRIAL VACUUM HOSE MANHOLE OPENING CURB INLET CATCH BASIN OUTLET PIPE CONNECTOR PIPE SCREEN BRIGHTWATERTM CONNECTOR PIPE SCREEN MAINTENANCE - SCENARIO 2 DEFLECTOR PLATE ASSEMBLY 0 Bright Water For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 9 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens Trash and debris may accumulate on the top of the Deflector Plate Assembly. (See Figure 3.) This material should be removed during the maintenance visit by either utilizing the vacuum hose directly on top of the Deflector Plate or by utilizing the pressure washing wand to rinse the material from the Deflector Plate onto the floor of the catch basin where the vacuum hose can suck the material up. Removed trash, debris, and sediment should be disposed of following local, state, and federal guidelines. Typically this material is considered non-hazardous waste and can be disposed of in the standard waste stream. If oil and grease are determined to be present amongst the trash, debris, and sediment, the material should be disposed of following local, state, and federal guidelines. Depending on oil content, this material may be classified as hazardous waste and should be disposed of according to local, state, and federal guidelines. Finalize the Documentation and Maintenance Form Photograph the conditions of interior and exterior of the catch basin and Connector Pipe Screen. Document the maintenance event utilizing the Treatment Device Inspection Form included with this manual or similar. The presence of standing water or vector such as mosquitos should be highlighted in the maintenance form. The local vector control agency should be notified if mosquitos are present in the catch basin or treatment Device. Replace the manhole cover and remove all Work Zone Safety Equipment. 0 Bright Water • • • • For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 10 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens INSPECTION & MAINTENANCE FORM Site Name: ____________________________________________________________________ Site Address: __________________________________________________________________ _____________________________________________________________________________ (City) (State) (Zip Code) NPDES Tracking No. ____________________________________________________________ Owner/Operator Name: __________________________________________________________ Site Contact: __________________________________________________________________ Phone: ( ) - Email: _____________________________________________ Inspector Name: _______________________________________________________________ Phone: ( ) - Email: _____________________________________________ Date of Visit: ________/________/_____________ Time of Visit: _________________ AM / PM Type of Visit: Scheduled Pre-Storm During Storm Post-Storm Emergency Visit Purpose: Inspection Maintenance Both BMP ID BMP Location (Site Map or GPS Coordinates) Trash Load (yd3) Debris Load (yd3) Sediment Load (yd3) Screen Condition Structure Condition General Condition of BMP Corrective Action Required or Performed (Continued on next page.) 0 Bright Water □ □ □ □ □ □ □ □ For more information, please contact customerservice@wearebrightwater.com P.O. Box 85430 San Diego, California 92186 (619) 821-1558 www.wearebrightwater.com 11 Manual - I&M - CPS - Version BW1.00.docx Inspection & Maintenance Guide for Connector Pipe Screens INSPECTION & MAINTENANCE FORM (Continued) BMP ID BMP Location (Site Map or GPS Coordinates) Trash Load (yd3) Debris Load (yd3) Sediment Load (yd3) Screen Condition Structure Condition General Condition of BMP Corrective Action Required or Performed CERTIFICATION STATEMENT direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and Print name and title: ___________________________________________________________________________ Signature:_________________________________________________________ Date:_____________________ 0 Bright Water "I certify under penalty of law that this document and all attachments were prepared under my imprisonment for knowing violations." 80 APPENDIX E (MVCAC CERTIFICATION) BrightWater P.O. Box 85430 San Diego, CA 92186 November 19, 2020 Dear Ms. Clifford, Thank you for the submission of the BrightWater Connector Pipe Screen trash capture device for review by the Mosquito and Vector Control Association of California pursuant to the SWRCB Trash Treatment Control Device Application Requirements. The Association has reviewed the conceptual drawings for the BrightWater Connector Pipe Screen and verifies that provisions have been included in the design that allow for full visual access to all areas for presence of standing water, and when necessary, allows for treatments of mosquitoes. While this verification letter confirms that inspection and treatment for the purpose of minimizing mosquito production should be possible with the BrightWater Connector Pipe Screen as presented, it does not affect the local mosquito control agency’s rights and remedies under the State Mosquito Abatement and Vector Control District Law. For example, if the installed device or the associated stormwater system infrastructure becomes a mosquito breeding source, it may be determined by a local mosquito control agency to be a public nuisance in accordance with California Health and Safety Code sections 2060-2067. “Public nuisance” means any of the following: 1. Any property, excluding water, that has been artificially altered from its natural condition so that it now supports the development, attraction, or harborage of vectors. The presence of vectors in their developmental stages on a property is prima facie evidence that the property is a public nuisance. 2. Any water that is a breeding place for vectors. The presence of vectors in their developmental stages in the water is prima facie evidence that the water is a public nuisance. 3. Any activity that supports the development, attraction, or harborage of vectors, or that facilitates the introduction or spread of vectors. (Heal. & Saf. Code § 2002 (j).) Declaration of a facility or property as a public nuisance may result in penalties as provided under the Health and Safety Code. Municipalities and the vendors they work with are encouraged to discuss the design, installation, and maintenance of stormwater trash capture devices with their local mosquito control agency to reduce the potential for disease transmission and public nuisance associated with mosquito production. Sincerely, Bob Achermann, MVCAC Executive Director ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• One Capitol Mall, Suite 800 • Sacramento, CA 95814 • p: (916) 440-0826 • f: (916) 444-7462 • e: mvcac@mvcac.org 82 APPENDIX F (WARRANTY) Warranty - Limited - BrightWater - Version BW1.00.docx LIMITED WARRANTY BRIGHTWATERTM TO THE EXTENT PERMITTED BY THE LAWS OF YOUR JURISDICTION, THIS LIMITED WARRANTY LIMITS OR EXCLUDES CERTAIN WARRANTIES OR RIGHTS OTHERWISE PROVIDED BY LAW. BrightWaterTM TM or a BrightWaterTM authorized reseller is free from defects in materials and workmanship under normal use for a period of one (1) year from the original date of product purchase. The warranty period begins on the day of shipment from BrightWaterTM. In the event the product is ready for shipment but Purchaser elects to postpone or delay shipment, the warranty period begins on the day of postponement or delay. The warranty extends only to the original purchaser and is not transferrable. The warranty excludes all expendable parts. During the warranty period, BrightWaterTM will repair or replace defective products or parts with new products or parts or, at the option of BrightWaterTM, serviceable used products or parts that are equivalent or superior to new parts in performance. This Limited Warranty extends only to products purchased from BrightWaterTM or a BrightWaterTM authorized reseller. This Limited Warranty does not extend to any product that has been damaged or rendered defective (a) as a result of accident, misuse or abuse; (b) as a result of utilizing improper installation methods (c) as a result of an act of God; (d) by operation outside the usage parameters; (e) by the use of parts not manufactured or sold by BrightWaterTM; (f) by modification of the product; (g) as a result of war or terrorist attack; or (h) as a result of service by anyone other than BrightWaterTM or a BrightWaterTM authorized reseller or authorized agent. IT IS EXPRESSLY AGREED THAT THIS WARRANTY IS THE EXCLUSIVE AND ONLY WARRANTY TO PASS WITH TM PRODUCTS. THIS WARRANTY IS IN LIEU OF ALL OTHER WARRANTIES, INCLUDING, WITHOUT LIMITATION, THOSE OF FITNESS FOR A PARTICULAR PURPOSE AND MERCHANTABLITY. There are no other warranties or representations with respect to the nature or quality of TM products. Under no circumstances shall BrightWaterTM be liable for incidental, consequential, or other additional damages of any kind or nature whatsoever, including, without limitation, shipping and freight charges, installation and/or removal expenses, labor charges, lost profits, interest, attorney fees, or other costs. This limitation applies whether damages are sought, or a claim made, under this warranty or as a tort claim (including negligence and strict product liability), a contract claim, or any other claim. This limitation of liability will be effective even if BrightWaterTM or an authorized BrightWaterTM representative has been advised by you of the possibility of any such damages. 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Judgement upon the award rendered by the Arbitrator may be entered in the San Diego County court having jurisdiction thereof. warrants that the product you ("Purchaser") have purchased from BrightWater BRIGHTWATER's Bright Water's BrightWater's Bright Water's 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 ATTACHMENT 2a 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) 4 9 0 495 4 9 5 5 0 0 480 45 0 46 5 45 5 46 0 47 0 47 0 475 460 445 450 455 460 445 450 440 455 480 485 45 0 46 5 45 5 46 0 47 0 47 0 47 5 48 0 4 8 5 490 45 0 46 5 45 5 460 47 0 4 7 5 43 5 4 4 0 45 0 45 5 455 4 3 5 44 0 4 4 5 45 0 455 455 430 43 0 435 440 425 425 425 420 445 43 0 42 5 42 5425 430 420 415 425 440 415 420 410 420 425 415 41 0 41 5 42 0 410 420 405 405 41 5 405 485 49 0 490 495 475 480 485 49 0 470 45 0 46 5 45 5 46 0 47 5 48 0 485 47 0 4 8 0 45 0 46 5 45 5 46 0 46 5 47 5 4 6 5 475 45 0 470 460 46 5 46 0 455 450 45 5 435 450 430 440 44 5 4 3 5 44 0 430 435420 41 5 420 43 0 42 5 4 0 5 400 400 395 400 395 39 0 400 405 390 395 405 405 40 0 39 0 38 5 39 5 38 5 385 410 395 400 410 405 40 0 405 39 5 4 0 0 40 5 3 9 0 40 0 39 0 39 5 4 0 5 39 0 4 0 0 405 SD SD SD SD SD S D SD SD SD S D S D SD SD SD SD SD SD SD SD SD SD S S VAN SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD S D S D S D S D S D S D SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD S D S D SD SD SD SD SD SD SD SD SD SD SD S D NEW 3-LEVEL PARKING STRUCTURE 1ST F.F. = 414.50 2ND F.F. = 424.75 3RD F.F. = 435.00 NEW BUILDING 1ST LEVEL F.F. = 418.00 2ND LEVEL F.F. = 434.00 3RD LEVEL F.F. = 450.00 NEW BUILDING 2ND LEVEL F.F. = 434.00 3RD LEVEL F.F. = 450.00 GA Z E L L E C O U R T LOT 22 MAP 16145 OPEN SPACE LOT 12 MAP 14926 LOT 20 MAP 16145 LOT 21 MAP 16145 PARCEL 2 MAP 21742 OPEN SPACE LOT 12 MAP 14926 R/W C/L R/W P / L P/ L P/L P/L P/L P/L P/L P/ L P/ L P/ L P/L P/L P/L R/ W C/ L R/ W R/W C/L R/W R/ W C/L R/ W PROPOSED TRENCH DRAIN BIOFILTRATION BASIN 4 STRUCTURAL BMP ID #4 408.50 FG 2,030 SF BIOFILTRATION BASIN 3 STRUCTURAL BMP ID #3 415.33 FG 1,167 SF BIOFILTRATION BASIN 1 STRUCTURAL BMP ID #1 424.50 FG 1,811 SF BIOFILTRATION BASIN 2 STRUCTURAL BMP ID #2 428.00 FG 1,795 SF PROPOSED CONCRETE BROW DITCH PROPOSED CONCRETE BROW DITCH EXISTING DRAINAGE DITCH EXISTING DRAINAGE DITCH MWS-1 STRUCTURAL BMP ID #5 MODULAR WETLAND (VEGETATED) 4' X 4' EXIST. 48" RCP SD PER DWG. NO. 415-9J EXIST. 36" RCP SD PER DWG. NO. 415-9J POC-1 EXIST. 48" RCP SD PER DWG. NO. 415-9J PROPOSED CONCRETE BROW DITCH PROPOSED CONCRETE BROW DITCH PROPOSED CONCRETE BROW DITCH DMA 9 DMA 1 DMA 8 DMA 7 DMA 3 DMA 2 DMA 4 DMA 5 DMA 12 DMA 6 DMA 11 DMA 10 PROPOSED 24" TALL CONNECTOR PIPE SCREEN MODEL NO. BWCPS-3618U (TRASH CAPTURE) STRUCTURAL BMP ID #9 PROPOSED 24" TALL CONNECTOR PIPE SCREEN MODEL NO. BWCPS-3618U (TRASH CAPTURE) STRUCTURAL BMP ID #7 PROPOSED TRENCH DRAIN PART OF DMA 7 4 1 5 4 1 4 4 2 0 4 2 5 43 0 433 434 4 3 5 4 3 5 4 2 5 43 0 43 5 430 415 405 410 414 41 0 410 405 40 5 4 1 0 4 1 0 41 5 41 0 41 5 415 410 420 4 3 3 431 431 430 432 433 432 431 430 42 5 440 440 440 44 0 44 4 443 442 410 415 4 1 0 41 5 41 7 42 0 42 5 43 0 43 3 42 5 43 0 4 2 5 430 440 445 44 5 44 2 44 5 44 2 44 5 44 5 44 2 44 2 44 1 44 4 410 4 1 0 41 0 410 427 429 4 3 4 43 4 43 0 44 4 430 433 43 0 42 5 42 0 42 0 PART OF DMA 4 RUNOFF FROM IMPROVEMENTS WITHIN THE RIGHT-OF-WAY DRAINS TO EXISTING REGIONAL DETENTION/TREATMENT BASIN SOUTH OF FARADAY AVE (TYP.) DISTURBED AREA LIMIT DISTURBED AREA LIMIT LIMIT OF GRADING LIMIT OF GRADING & DISTURBED AREA LIMIT OF GRADING & DISTURBED AREA LIMIT OF GRADING DISTURBED AREA LIMIT LIMIT OF GRADING & DISTURBED AREA WHIPT A I L L O O P MWS-2 STRUCTURAL BMP ID #6 MODULAR WETLAND (VEGETATED) 4' X 8' PROPOSED 24" TALL CONNECTOR PIPE SCREEN MODEL NO. BWCPS-3618U (TRASH CAPTURE) STRUCTURAL BMP ID #8 RUNOFF FROM IMPROVEMENTS WITHIN THE RIGHT-OF-WAY DRAINS TO EXISTING REGIONAL DETENTION/TREATMENT BASIN SOUTH OF FARADAY AVE (TYP.) PROP. PARCEL 1 EXISTING LOT LINE TO BE REMOVED PER LOT LINE ADJUSTMENT (COC2022-0011) NOT TO SCALE TYPICAL BIOFILTRATION BASIN SECTIONA TB ELEV PER PLANTB ELEV PER PLAN 100-YR WSE 6" VERTICAL CLEANOUT PER PLAN VARIES 12 " F R E E B O A R D TG ELEV PER PLAN 1 1 1 3 3 1 1 1 NOTES: 1. COVER PLANTER SURFACE WITH 3" THICK LAYER OF MULCH. 2. PLANTS SELECTED SHALL BE PER APPROVED PLANT LIST - APPENDIX E.21 OF THE CITY OF CARLSBAD BMP DESIGN MANUAL 3. PLANTER SOIL MIX TO CONSIST OF 20% COMPOST, 60% SAND, 20% TOP SOIL (NO CLAY). 4. PROVIDE 6" DIA. SUBDRAIN PER SDR-35 WITH 3/8" DIA. PERFORATIONS WITH 4 HOLES PER ROW. PERFORATION ROWS SPACED 6" ON CENTER, ALONG LENGTH OF PIPE. 5. CAP SUBDRAIN OUTLET AT THE UPSTREAM END. 6. ATTACH LINER TO RETAINING WALL (WHERE APPLICABLE) PER CITY OF SAN DIEGO STD DWG NO. SDSW-14. PRE-CAST CATCH BASIN, SIZE PER PLAN 6" PERFORATED PVC SUBDRAIN 6" CIRCULAR ORIFICE FOR ALL BASINS SUBDRAIN ORIFICE DETAIL 3' BENCH REQUIRED WHEN SLOPING BACK DOWN FG ELEV PER PLAN 15 " VA R I E S 12 " - 1 8 " 18 " 3" M I N . 6" 3" EXCAVATED SLOPE 30 MIL IMPERMEABLE LINER PRE-CAST CATCH BASIN, SIZE PER PLAN EXISTING UNCOMPACTED HDPE HARDLINE PIPE OUTLET, SIZE AND FL PER PLAN 6" PERF PVC SUBDRAIN DRAIN ROCK CONSISTING OF CALTRANS STANDARD SPECIFICATION 68-2.0F(3) CLASS 2 PERMEABLE MATERIAL 3" LAYER OF CLEAN & WASHED ASTM 33 FINE AGGREGATE SAND OVERLYING A 3" LAYER OF ASTM NO. 8 STONE 18" SOIL MEDIA WITH MIN. 5 IN/HR FILTRATION RATE 3" WELL-AGED SHREDDED HARDWOOD MULCH 6" CIRCULAR ORIFICE FOR HMP FLOW CONTROL, SEE DETAIL BELOW 30 MIL IMPERMEABLE LINER 3" BIOFILTRATION (BF-1) HYDROLOGIC SOIL: TYPE D GROUNDWATER WAS NOT ENCOUNTERED DURING GEOTECHNICAL TESTING PER UPDATE GEOTECHNICAL REPORT FOR IONIS PHARMACEUTICALS CONFERENCE CENTER (CARLSBAD OAKS NORTH BUSINESS PARK - LOT 21 AND 22) CARLSBAD, CALIFORNIA (PROJECT NO. 06442-32-31A) BY GEOCON DATED OCTOBER 19, 2021. MODULAR WETLAND, PROPRIETARY BIOFILTRATION (BF-3) GRADING LIMIT PROPOSED LANDSCAPING - PERVIOUS AREA RIGHT-OF-WAY LINE/PROPERTY LINE BIOFILTRATION BASIN AREA BROW DITCH DMA BOUNDARY PROPOSED IMPERVIOUS AREA SD SDPROPOSED STORM DRAIN GRAPHIC SCALE: 1" = 40' 0 40 80 120 LOT 21 and 22 CARLSBAD, CALIFORNIA PLSA JOB NO. 3925 DWG NO. 540-7A, GR2022-0049 DATE: APRIL 2023 HMP EXHIBIT IONIS PHARMACEUTICALS DMA DRAINAGE AREA (AC) IMPERVIOUS AREA (AC) PERVIOUS AREA (AC)% IMP AREA WEIGHTED RUNOFF COEFFICIENT, C DCV (CUBIC FEET) POLLUTANT CONTROL TYPE TREATED BY (STRUCTURAL BMP ID) BMP FOOTPRINT DMA 1 1.82 0.93 0.89 50.8%0.51 3,372 BIOFILTRATION (BF-1) BASIN 1 (BMP ID #1)1,811 SF DMA 2 1.65 1.27 0.38 76.8%0.71 1,682 BIOFILTRATION (BF-1) BASIN 2 (BMP ID #2)1,795 SF DMA 3 0.80 0.64 0.16 80.3%0.74 854 BIOFILTRATION (BF-1) BASIN 3 (BMP ID #3)1,167 SF DMA 4 1.89 1.49 0.40 79.0%0.73 3,659 BIOFILTRATION (BF-1) BASIN 4 (BMP ID #4)2,030 SF DMA 5 0.25 0.17 0.08 66.4%0.63 235 BIOFILTRATION (BF-3) MWS 1 (BMP ID #5)MWS-L-4-4 DMA 6 0.40 0.32 0.08 79.9%0.74 676 BIOFILTRATION (BF-3) MWS 2 (BMP ID #6)MWS-L-4-8 DMA 7 0.37 0.02 0.35 5.0%- -- - SELF-MITIGATING - -- - DMA 8 0.21 0.00 0.21 0.0%- -- - SELF-MITIGATING - -- - DMA 9 0.35 0.00 0.35 0.0%- -- - SELF-MITIGATING - -- - DMA 10 0.02 0.00 0.02 0.0%- -- - SELF-MITIGATING - -- - DMA 11 0.11 0.00 0.11 0.0%- -- - SELF-MITIGATING - -- - DMA 12 0.14 0.00 0.14 0.0%- -- - SELF-MITIGATING - -- - TOTAL 8.01 4.84 3.17 60.4%0.58 10,755 - -- -- - LEGEND DESCRIPTION SITE BMPS SOIL INFORMATION GROUND WATER INFORMATION DMA SUMMARY TABLE PROJECT CHARACTERISTICS PARCEL AREA:8.37 AC DISTURBED AREA:7.51 AC LIMIT OF GRADING:7.17 AC PROPOSED IMPERVIOUS AREA:4.84 AC PROPOSED LANDSCAPE AREA:2.33 AC PROPOSED PERVIOUS AREA:1.20 AC NOTE: PROPOSED IMPERVIOUS AREA + PROPOSED PERVIOUS AREA = LIMIT OF GRADING DMA EXHIBIT SCALE 1" = 40' PERMANENT POST-CONSTRUCTION BMP NOTES: 1. THE BIOFILTRATION BASINS (BASIN 1 - BASIN 4) ARE PROPOSED FOR COMBINED POLLUTANT CONTROL AND HYDROMODIFICATION CONTROL PURPOSES. 2. THE MODULAR WETLANDS (MWS 1 & MWS 2) ARE PROPOSED FOR POLLUTANT CONTROL ONLY. 3. PERMANENT POST CONSTRUCTION BMP DEVICES SHOWN ON PLAN SHALL NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF THE CITY ENGINEER OR RESIDENT ENGINEER AND THE ENGINEER OF WORK. BASIN BASIN SURFACE AREA (SF) BASIN FG BASIN IE PONDING DEPTH (FT)BASIN TG FREEBOARD (FT) TOTAL SURFACE DEPTH (FT) BASIN TB BASIN 1 1,811 424.50 421.00 1.00 425.50 1.00 2.00 426.50 BASIN 2 1,795 428.00 424.50 1.50 429.50 2.50 4.00 432.00 BASIN 3 1,167 415.33 411.83 1.00 416.33 1.00 2.00 417.33 BASIN 4 2,030 408.50 405.00 1.00 409.50 1.00 2.00 410.50 SUMMARY OF BMP DIMENSIONS DISTURBED AREA LIMIT ----------- . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . .. . .. . .. . .. .. . .. . . . . . . . . . . . . . . . . . . . . + + + + + + + + + + + + ➔ + + + + + + + + + + + + + + + + + + + + + + + + + ➔ PREPARED BY: PASCO LAREY SUITER ~ ~5\5\(QJlC!~llE5\ San Diego Encinitas Orange County Phone 858.259.8212 I www.plsaengineering.com ATTACHMENT 2b                     Source: 2015 Regional Potential Critical Coarse Sediment Yield Area Mapping Google Earth kmz file from www.projectcleanwater.org ATTACHMENT 2c HYDROMODIFICATION SCREENING ASSESSMENT FOR IONIS PHARMACEUTICALS CONFERENCE CENTER Dwg. No. 514-7A Gazelle Court Carlsbad, CA 92010 APN: 209-120-27-00 Prepared By: 7‐30‐2018    Gregory W. Lang, P.E. RCE 68075 EXP: 06-30-19 Pasco Laret Suiter & Associates, Inc. 535 N. Highway 101, Suite A Solana Beach, CA 92075 Project Owner/Applicant: Ionis Pharmaceuticals Gazelle Court Carlsbad, CA 92010 Phone: (760)-603-2562 July 30, 2018 PASCO LARET SUITER & ASSOCIATES CIVIL ENGINEERING+ LAND PLANNING+ LAND SURVEYING HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 TABLE OF CONTENTS 1.0 INTRODUCTION ......................................................................................................... 1  2.0 PROJECT DESCRIPTION ............................................................................................ 2  4.0 INITIAL DESKTOP ANALYSIS ................................................................................... 8  5.0 FIELD SCREENING ..................................................................................................... 9  6.0 CONCLUSION ............................................................................................................ 16  APPENDICES Appendix A ........................................... Hydromodification Screening Domain of Analysis Exhibit Appendix B ............................................................................. SCCWRP Office Component Output Appendix C ...................................................................... San Diego HMP Field Screening Backup Appendix D .......................................................................................................... As-Built Drawings HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 IONIS PHARMACEUTICALS CONFERENCE CENTER 1 1.0 INTRODUCTION This report has been prepared to analyze the susceptibility to erosion of the downstream receiving storm water conveyance system which serves the proposed Ionis Pharmaceuticals Conference Center project. The County of San Diego’s March 2011 Final Hydromodification Management Plan (HMP) and the January 8th, 2011, Standard Urban Stormwater Mitigation Plan (SUSMP) have established a range of runoff flow rates for which Priority Development Project’s post-development runoff flows and durations shall not exceed pre-development runoff flows and durations. According to the HMP, “results of a hydromodification management analysis must adhere to the following criteria: o For flow rates between the pre-project lower flow threshold (see below) and the pre- project 10-year runoff event, the post-project discharge rates, and durations may not deviate above the pre-project discharge rates and durations by more than 10 percent over more than 10 percent of the length of the flow duration curve. o Lower flow thresholds may be determined using the HMP Decision Matrix (located in Chapter 6) along with a critical flow calculator and channel screening tools developed by the Southern California Coastal Water Research Project (SCCWRP), detailed in Chapter 5. These methods identify lower flow thresholds for a range of channel conditions. The critical flow calculator recommends a lower flow value of 0.1Q2, 0.3Q2, or 0.5Q2 dependent on the receiving channel material and dimensions. This value will be compared to the channel susceptibility rating (High, Medium, or Low) as determined from the SCCWRP screening tools located in Appendix B to determine the final lower flow threshold. o The lower flow threshold may alternately be determined as 10 percent of the pre-project 2-year runoff event, or 0.1Q2. This approach, which is outlined in the HMP Decision Matrix, is available if the project applicant chooses not to complete the channel screening analysis.” For the Ionis Pharmaceuticals Conference Center project, the lower flow threshold will be determined by the analysis presented herein, utilizing the Southern California Coastal Water Research Project (SCCWRP) methods which is then compared to the critical shear stress calculator from the County of San Diego BMP Sizing Calculator. HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 IONIS PHARMACEUTICALS CONFERENCE CENTER 2 2.0 PROJECT DESCRIPTION The project site is located within the Carlsbad Oaks North Industrial Park in Carlsbad, California. The site is located near the northeast corner of the intersection of Whiptail Loop and Gazelle Court in the City of Carlsbad, County of San Diego, California. The proposed Ionis Pharmaceuticals Conference Center is located to the north of the existing headquarters development (Lot 14 of Map 15505). The immediate surrounding area is comprised primarily of industrial and commercial uses as well as open space as part of the Carlsbad Oaks North Specific Plan. The project area consists of 4.52 acres of undeveloped land which is zoned as P-M, Planned Industrial. The project proposes the development of a new conference center building to support the existing headquarters building located at 2855 Gazelle Court. The building will primarily be used by occupants of the 2855 Gazelle Court building. The project proposes a new conference center building with new parking areas, drive aisles and landscaping areas onsite. Associated utilities are proposed and BMP/drainage facilities will be installed for the proposed improvements. Surface runoff from the project improvements described above will be conveyed to the City of Carlsbad public storm drain system near the intersection of Whiptail Loop and Gazelle Court and subsequently to the existing public storm drain system beneath Whiptail Loop, which outlets through a concrete headwall into an existing pollution basin. The existing pollution basin includes a 42” CMP riser structure outlet and an emergency overflow 36” RCP storm drain outlet pipe. Both outlets discharge into a larger existing SITE \7 -----PALCJM4RAIRPORrRo c·· VICNTYMAP N.T.S. HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 IONIS PHARMACEUTICALS CONFERENCE CENTER 3 detention basin located directly to the south. The existing detention basin has been formed by Faraday Avenue and El Fuerte Street as designed by Rick Engineering Company for the “Rancho Carlsbad Channel & Basin Project” dated June 1998. Outflow from the existing detention basin crosses under Faraday Avenue and flows northwest to Agua Hedionda Creek. Agua Hedionda Creek flows to the west and discharges into Agua Hedionda Lagoon and ultimately the Pacific Ocean. The existing pollution basin is the Domain of Analysis and subject of the content for this report as it relates to HMP outlet control for the post-developed condition. HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 IONIS PHARMACEUTICALS CONFERENCE CENTER 4 3.0 DOMAIN OF ANALYSIS The domain of analysis for channel screening is defined as the reach lengths upstream and downstream from a project for which hydromodification assessment is required. The HMP defines the downstream domain of analysis as the point downstream where one of these is reached: o At least one reach downstream of the first grade control point o Tidal backwater/lentic waterbody o Equal order tributary o Accumulation of 50% drainage area for stream systems or 100 percent drainage area for urban conveyance systems (storm drains, hardened channels, etc.) The upstream limit is defined as: o Proceed upstream for 20 channel top widths or to the first grade control point, whichever comes first. Downstream Domain of Analysis The downstream domain of analysis begins at the pollution basin located south of the project site. The proposed project’s storm water runoff is discharged into the basin from the public storm drain system at the north end of the basin, called “POC/Primary Grade Control Point”, see Figure 3.1. The channel screening for this report extends from the primary control point to the first grade-control point, a 42” CMP riser structure that captures peak flows and safely discharges to the downstream detention basin. The grade control point for the CMP riser in the basin is the closest downstream reach requirement from the initial primary control point in relation to the other items listed in the HMP and above. See Figure 3.2 for a photograph of the “Secondary Grade Control Point”. Upstream Domain of Analysis The proposed project’s point of compliance is from a connection to an existing 48” RCP storm drain system located on Whiptail Loop (DWG 415-9I) which ultimately drains to an existing 60” RCP storm drain system that leads to the POC outfall into the pollution basin to be analyzed in this report. The drainage conveyance system upstream of the POC consists of urban conveyance systems. Study Reaches within Domain of Analysis The studied domain of analysis for the project extends across approximately 165 feet from the outlet of the 60” RCP storm drain into the pollution basin, to the first grade control point. This reach (Reach 1) extends from the headwall into the pollution basin, to the 48” CMP riser structure in the basin. Reference the Exhibit provided in Appendix A for a map which shows the alignment and cross section of the studied reach (Reach 1). See Figure 3.3 through Figure 3.7 for photographs of the study reach. Further, it is important to note that other drainage areas outlet to this pollution basin, the domain of analysis, from storm drain infrastructure south and west of the project site (Whiptail Loop and Faraday Avenue, Ref. Dwg. No. 415-9I and 415-9J). The accumulated drainage area in the urban conveyance system exceeds 100 percent site drainage area. Within the domain of analysis, between the grade control points described above, the pollution basin is an engineered basin (Ref Carlsbad Oaks North Phase 1 Drainage Study, CT 97-13, DWG 415-9A) having an 80’ bottom width, relatively flat bottom, and 5:1 side slopes with a 4’ total depth. Throughout the basin HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 IONIS PHARMACEUTICALS CONFERENCE CENTER 5 the bottom and side slopes are well-graded, tightly packed, and extremely well vegetated between grade control points. Dense vegetation within the channel at the POC and downstream over time has developed over time making the native and/or engineered fill bed material inaccessible for analysis, though well graded with coarse gravels and cobbles. Figure 3.1 – POC/Primary Grade Control Point at Outlet to pollution basin HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 IONIS PHARMACEUTICALS CONFERENCE CENTER 6 Figure 3.2 – Secondary Grade Control Point HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 IONIS PHARMACEUTICALS CONFERENCE CENTER 7 Figure 3.3 – Reach 1 Representative Vegetation in Pollution Basin Figure 3.4 – Reach 1 Representative Vegetation in Pollution Basin HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 IONIS PHARMACEUTICALS CONFERENCE CENTER 8 4.0 INITIAL DESKTOP ANALYSIS Once the domain of analysis is established, SCCWRP requires an “initial desktop analysis” which establishes the watershed area, mean annual precipitation, valley slope and valley width. The initial desktop analysis was performed on Form 1, which is included in Appendix B. The watershed area tributary to the reach studied was established from the Hydrology Study for Carlsbad Oaks North Phase 3 by O’day Consultants, dated May 2016 on file with the City of Carlsbad under CT 97-13, DWG 415-9X, DWG 415-9I and 415-9J. The study boundary shows that roughly 112 acres (0.175 square miles) tributary to Reach 1, known as the pollution basin. The mean annual precipitation was obtained from the County of San Diego’s Final HMP (March 2011) found in Section 7 (Page 7-17) for the Oceanside rain gauge, at 13.3 inches. The basin slope and width were taken from the Hydrology Study for Carlsbad Oaks North Phase 3 (DWG 415-9X) which shows the basin reach. The valley slope is the longitudinal slope of the channel bed along the flow line. The valley width is the bottom width of the channel which was taken from as-built drawings as referenced and confirmed by field observations as summarized in Table 1. Table 1 Reach Valley Slope (m/m) Valley Width (m) 1 0.005 24.4 These values were then input to the SCCRWP Form 1 spreadsheet to calculate the simulated peak flow, screening index, and valley width index. The input and results are included in Appendix B, which completes the initial desktop analysis. HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 IONIS PHARMACEUTICALS CONFERENCE CENTER 9 5.0 FIELD SCREENING Once the Initial Desktop Analysis has been completed, a Field Screening Assessment must be performed. This assessment determines the vertical and lateral susceptibility to erosion of the channel. According to SCCWRP, vertical and lateral susceptibility are assessed separately because vertical and lateral responses are primarily controlled by different types of resistance, and the mechanistic differences between vertical and lateral responses point to different modeling tools and potentially different management strategies. Having separate screening ratings may better direct users and managers to the most appropriate tools for subsequent analyses. The field screening tool uses combinations of decision trees and checklists. Decision trees are typically used when a question can be answered quantitatively. Checklists are used where answers are relatively qualitative. Low, medium, high and very high ratings are applied separately to the vertical and lateral analyses. When the vertical and lateral analyses return different values, the most conservative value shall be selected as the flow threshold for the hydromodification analyses. Vertical Stability The vertical stability decision tree (Figure 6-4 in the County of San Diego HMP and Appendix C of this report) assesses the state of the channel bed, focusing on the risk of incision or down cutting. The first step is to assess the channel bed resistance, armoring potential, grade control characteristics, and screening index score to determine the vertical rating of the channel. Along with Figure 6-4, reference the vertical susceptibility forms found in Appendix C, as explained in the County of San Diego HMP, from which the excerpt below is taken. Excerpt from the County of San Diego HMP regarding vertical susceptibility: In the Vertical Susceptibility decision tree, there are three potential states of bed material based on broad classes of armoring potential. These states are listed below from most susceptible to least with definitions and photographic examples provided in Form 3 (Figure 7): • Labile Bed – sand-dominated bed, little resistant substrate • Transitional/Intermediate Bed – bed typically characterized by gravel/small cobble, intermediate level of resistance of the substrate and uncertain potential for armoring • Threshold Bed (Coarse/Armored Bed) – armored with large cobbles or larger bed material or highly-resistant bed substrate (i.e., bedrock) Threshold beds composed of boulders and large cobbles and/or highly-resistant bedrock are the region’s most resistant channel beds with geologic grade control and a natural capacity to armor (see Form 3 (Figure 7). Consequently, threshold beds correspond to a vertical rating of low. Conversely, labile beds have little to no capacity to self-armor and have a high probability of vertical adjustments in response to hydromodification. Depending on two additional decision tree questions that consider the current state of incision and grade control, labile beds receive a rating of High or Very High. Finally, transitional/intermediate beds are involved in a wide range of potential susceptibility responses and must be assessed in greater detail in order to develop weight of evidence for appropriate screening ratings. Three primary risk factors used to assess vertical susceptibility for channels with transitional/intermediate bed materials: • Armoring Potential – Form 3 Checklist 1 (Figure 7) • Grade Control – Form 2 Checklist 1 (Figure 7) HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 IONIS PHARMACEUTICALS CONFERENCE CENTER 10 • Probability of Incision/Braiding based on a Regionally-Calibrated Screening Index – Form 3 Figure 1/Table 1 (Figure 7) These risk factors are assessed using checklists and a diagram, then calculated using the instructions and equation at the bottom of Form 3 Sheet 4 of 4 (Figure 7) to provide an overall vertical susceptibility rating for the intermediate/transitional bed-material group. Vertical Susceptibility Decision Tree The purpose of the vertical susceptibility decision tree is to assess the state of the channel bed with a particular focus on the risk of incision (i.e., down cutting). Vertical stability is a prerequisite for lateral stability because a stream that incises can increase bank heights to the point of collapse and channel widening. Accordingly, vertical susceptibility is assessed first because it affects the lateral rating in most instances. Vertical Flow and Forms Forms 3: Vertical Susceptibility Field Sheet (Figure 7) is used to assess vertical susceptibility. The logical flow of this form is summarized through a series of decisions outlined below: 1) Assess the initial ‘state’: which of the following (a, b, or c) best describes the bed condition/material a. If the bed is Coarse/Armored with d50 >128 mm or continuous bedrock/concrete, then Vertical Rating = Low; see Form 3 Figure 1 (Figure 7) b. If the bed is labile with sand dominated gravels and d50 <16 mm, then assess level of incision: i. If channel is incised past critical bank height for mass wasting (CEM III or IV), Vertical Rating = Very High; see Form 3 Figure 1 (Figure 7) and Form 2 (Figure 4) ii. If channel is not incised past critical bank height (CEM I or II), assess Grade Control using Form 3 Checklist 2 (Figure 7) and Probability of Incision/Braiding using Form 3 Table 1 (Figure 7) 1. If CEM I or II with grade control absent, failing, or spaced at intervals larger than 50 m, AND probability of incising/braiding ≥50%, Vertical Rating = Very High; see Form 3 Figure 1 (Figure 7) 2. If CEM I or II with grade control in good condition and spaced at intervals less than 50 m, OR probability of incising/braiding < 50%, Vertical Rating = High; see Form 3 Figure 1 (Figure 7) c. If the bed is Intermediate with cobbles and gravels and 16 < d50 < 128 mm or hardpan of uncertain strength, proceed to Form 3 Checklist 1 and 2 (Figure 7) to assess Armoring Potential and Grade Control, respectively, and Form 3 Figure 4 (Figure 7) to estimate Probability of Incising/Braiding. The figures in Section 3 above show dense vegetation comprised of a variety of mature grasses, shrubs and trees throughout the study reach (Reach 1). Vegetation prevents incision of the channel bed as the roots bind the soil bed structure while the above-ground vegetation reduces flow velocities. Table 5-1 HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 IONIS PHARMACEUTICALS CONFERENCE CENTER 11 from the County of San Diego Hydraulic Design Manual (September 2014) shows maximum permissible velocities for various channel linings (See Appendix B for Table 5-1). For fully lined channel with unreinforced vegetation the maximum permissible velocity is 5.0 fps. This equates to a natural unlined channel consisting of cobbles and shingles for which the maximum permissible average velocity is also 5.0 fps. However, the permissible velocity is likely greater than 5.0 fps in this study reach due to the high density of the vegetation throughout the channel. The average grain size for cobbles and shingles is from 64 to 256 mm, which is used in this analysis as an equivalent channel bed material, due to the inaccessibility of channel bed bottom material for analysis within the thick vegetation. From this analysis, the vertical rating for the channel has been determined as low. Reference Appendix B & C for vertical rating calculations and forms described above. Lateral Stability The lateral stability decision tree (Figure 6-5 in the County of San Diego HMP and Appendix C of this report) assesses the state of the channel bed, focusing on the risk of widening. For this study, one must assess the existence of lateral adjustments, consolidation of bank material, probability of mass wasting and braiding risk. Along with Figure 6-5, reference the vertical susceptibility forms found in Appendix B & C, as explained in the County of San Diego HMP, from which the excerpt below is taken. Excerpt from the County of San Diego HMP regarding lateral susceptibility: In terms of lateral stability, there are five primary states of bank characteristics. These states are listed below, roughly in order of most susceptible to least:  Mass wasting or fluvial erosion/braiding existing and extensive  Poorly consolidated or unconsolidated with fine/nonresistant toe material  Poorly consolidated or unconsolidated with coarse/resistant toe material  Consolidated  Fully-armored bedrock/engineered reinforcement or fully confined by hillslope In addition to the present channel state/response and bank materials, there are three primary risk factors used to develop a weight of evidence for lateral susceptibility:  Valley width index (VWI) from Form 1 (Figure 2): a measure of valley bottom width versus reference channel width (calculated in the office) used to assess the potential for lateral movement of the channel; see Forms 4 and 5 (Figures 12 and 13, respectively)  Proximity to a regionally-calibrated bank stability threshold: geotechnical probability diagram based on bank height and angle; see Form 6 (Figure 14)  The Vertical Susceptibility Rating: from Form 3 Sheet 4 of 4 (Figure 7) Lateral Susceptibility Decision Tree The purpose of the lateral decision tree is to assess the state of the channel banks with a particular focus on the risk of widening. Channels can widen from either bank failure or through fluvial processes such as chute cutoffs, avulsions, and braiding (see Figure A.2 in Appendix A). Widening through fluvial avulsions/active braiding is a relatively straightforward observation. If braiding is not already occurring, the next logical question is to assess the condition of the banks. Banks fail through a variety of mechanisms (see Figures A.4a and A.4b in Appendix A); however, one of the most important distinctions is whether they fail in mass (as many particles) or by fluvial detachment of individual particles. Although much research is dedicated to the combined effects of weakening, fluvial erosion, HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 IONIS PHARMACEUTICALS CONFERENCE CENTER 12 and mass failure (Beatty 1984, Hooke 1979, Lawler 1992, Thorne 1982), we found it valuable to segregate bank types based on the inference of the dominant failure mechanism (as the management approach may vary based on the dominant failure mechanism). Lateral Susceptibility Definitions and Forms  Channel Banks – vertically inclined surfaces that are generally perpendicular to flow and contain approximately the 10-year flow (i.e., the ‘walls’ of the active channel)  Extensive mass wasting – >50% of banks exhibiting planar, slab, or rotational failures, and/or scalloping, undermining, and/or tension cracks (Figure 8)  Extensive fluvial erosion – significant and fre uent bank cuts (> 50% of banks) and not limited to bends and constrictions (Figure 9)  Moderately to highly consolidated – hard when dry with little evidence of crumbling. Bank appears as a composite of tightly-packed particles that are difficult to delineate even with close inspection of the bank; moderately dry block/ped sample (1 in2) is not crushable between fin ers and bank material stratification not prevalent or contributing to failure (Figure 10)  Poorly consolidated to unconsolidated – relatively weak with evidence of crumbling (Figure 11). Bank appears as a loose pile of recently deposited alluvium and block/ped samples (if attainable) can be crushed between fingers In assessing the potential for incision-induced bank failure we selected a vertical rating of high as a key discriminator. This decision was made primarily because such an approach inherently captures braiding risk as channels with high amounts of erosive energy relative to their bed material and >50% risk of incision/braiding using Form 3 Table 1 (Figure 7) would most likely result in a vertical rating of high unless exceptionally resistant and well-protected by armoring. We also defined a VWI of 2 as a key discriminator because doing so successfully distinguished between channels with valley bottoms ‘confined by bedrock or hillslope’ versus unconfined channels in the field data set. Unconfined valley settings were typically well above a VWI of 2. The Lateral Susceptibility decision tree in Form 4 (Figure 12) and the series of questions in Form 5 (Figure 13) are provided for use in conducting the lateral susceptibility assessment. Either may be used depending on the user’s preference. Definitions and photographic examples above are intended to support the lateral susceptibility assessment. Additionally, Hawley (2009) performed logistic regression analysis of stable versus mass wasting in moderately- to well-consolidated banks using bank height and angle, consistent with geotechnical stability theory presented by Osman and Thorne (1988). The model was highly significant (p <0.0001) and correctly classified unstable and stable states with ~95% accuracy, as shown in Form 6 (Figure 14), using a shape that was analogous to the Culmann relationship. As an alternative, by including the poorly consolidated sites, the model accuracy was ~90% with a lower 50% threshold and a much broader 10 to 90% risk range. From the above steps, the lateral rating for the channel has been determined as low. Reference Appendix B & C for lateral rating calculations and forms described above. HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 IONIS PHARMACEUTICALS CONFERENCE CENTER 13 Figure 5.1 - Reach 1 Pebble Sample Figure 5.2 – Reach 1 Channel Vegetation HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 IONIS PHARMACEUTICALS CONFERENCE CENTER 14 Figure 5.3 – Reach 1 Side Slopes Vegetation Example 1 HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 IONIS PHARMACEUTICALS CONFERENCE CENTER 15 Figure 5.4 – Reach 1 Side Slopes Vegetation Example 2 HYDROMODIFICATION SCREENING ASSESSMENT JULY 2018 IONIS PHARMACEUTICALS CONFERENCE CENTER 16 6.0 CONCLUSION In conclusion, the SCCWRP channel screening used to assess the downstream channel susceptibility for the Ionis Pharmaceuticals Conference Center project shows a low susceptibility to erosion. Flows from the project area described above will be conveyed to the City of Carlsbad public storm drain system near the intersection of Whiptail Loop and Gazelle Court and subsequently to the existing public storm drain system beneath Whiptail Loop, which outlets through a concrete headwall into an existing pollution basin. The existing pollution basin is the Point of Compliance (POC) for the project and begins the basis for the channel assessment herein with the results indicating a low threshold for vertical and lateral susceptibilities within the study reach associated with the point of compliance. Based on the physical characteristics and values studied within this report, the results returned a low channel susceptibility threshold. Therefore, the SCCWRP analysis demonstrates that the project can be designed assuming a low susceptibility to erosion, with a lower flow threshold of 0.5Q2. APPENDIX A HYDROMODIFICATION SCREENING DOMAIN OF ANALYSIS EXHIBIT >CHU ' .,., . ---~.=-:::==- " "" ...... ........ ____ _ -··' ~-;,' , I" I ., ,✓- . (: -~ s.,'] " ! • ,,. ;Jiu.,_, -~~~-,:. .... JII···"· --··- • ••..IM-'"'" •.•.• • , ....... ,,.JJI', "-... , .... ,_._ ...... .. • i / DRAINAGE AREA 112 AC 1/4 ·~=~,:: .. ,,,.w,., .• •.-... ,.,, ! j _, -~ -~n . "ET I PROPOSED . PROJECT3 ' : : ' . ' . . ,'" _,, •..... / .- ' ) 48" RCP · __ ,,, --. \ ~~ ;~9!) Jv;-;:,~ ' ! ,r ( ""''.,.,, '-.._ \., I ; / ', ~ ,1 j ... -~ -· ·-~ ~•. \ ' ... -. \ . -/ . , , WG4 REACH L =165' SECONDARY GRADE CONTROL POINT, CMP RISER STRUCTIJRE TOEXIST. DE1ENTION BASIN FORMED BY FARADAY AVE AND EL AJERTE sr ' > '-,_'-. ' ' ·,. ' .,&I' ,, ,.,r :;v· •Jl'JI? ,,,9· .,.1/' ·--~~; 4·_, l ~115 / N -, , _, . ·:::+·--=;:~-.:. -- ,.,. •• JM•-·-····-~ ;,;.,-' .... ,_, -" •'"" / /,~:••:." / .· "' - I \ I I I .ri f (' t.l . ,,ti·(', ... -<JV•• ■· --~ h .! ::: •,i,;, • .I','. ,,., 'i -~~--,,'-f';':',"'"-"'---,---'\C:Rl:---,•I 600' = 30o' ' { • IIN ; PASCO LARET SUITER & ASSOCIATES CIVIL ENGINEERING+ LAND PLANNING -LAN: SURVEYING 535 North Highway 101, Suite A Solana B~h, CA 92075 ph 858.259.8212 I fx 858.259.4812 I plsaengmeenng.com 3 -··· I I I I I I ' I ~ r I I I I I I ~ I i i I __ ,_ I I i I -.,, . .., I i 12! 1 ----+---------------· 13 18 I i I I I I i -1111.a --------,--~-.;--.:.--- DOMAIN OF ANALYSIS EXHIBIT IONS PHAAMACEUTICALS CONFERENCE CENTER CAR...IIW), CALFOFNA PRO.ECTNI .PE21144 8C-1'•a0' DA le JIL Y llOII SHEET 10F1 APPENDIX B SCCWRP OFFICE COMPONENT OUTPUT user: stream: 33.1383 117.2558 FORM 1: Variable units Value Description & Source 0.175 13.3 0.005 24.4 29 0.83 0.005 6.44 3.79 m1.5/s0.5 INDEX = Sv * Q10 0.5 longitude (decimal degrees): latitude (decimal degrees): Pollution Basin located to the east of the Faraday Avenue and El Fuerte Street intersection Wref Reference width meters Wref = 6.99 * Q10 0.438 INDEX 10-year mobility index Q10 10-year peak flow m3/s Q10 = 0.0283 * Q10cfs 10-year peak flow, US units ft3/s Q10cfs = 18.2 * A 0.87 * P 0.77 (Hawley and Bledsoe, In review) valley slope at site via NED, measured over a relatively homogeneous valley segment as indicated by slope, hillslope coupling/confinement, valley alignment, confluences, etc., over a distance of up to ~500 meters or 10% of the main- channel length (whatever is smaller) VWI Valley width index m/m VWI = Wv / Wref Wv Valley width meters valley bottom width at site between natural valley walls as dictated by clear breaks in hillslope on NED raster, irrespective of potential armoring from floodplain encroachement, levees, etc. (imprecise measurements have negligible effect on rating in wide valleys where VWI >>2, as defined in lateral decision tree) Q10cfs A Drainage Area mi2 Sv Valley slope m/m INITIAL DESKTOP ANALYSIS S.CA Hydromodification Screening Tool version 1.0 P Mean annual precipitation inches area-weighted annual precipitation via USGS delineated polygons using records from 1900 to 1960 (which was more significant in hydrologic models than polygons delineated from shorter record lengths) name@emailaddress.com Symbol GIS metrics and screening indices (for detailed instructions/examples see 'Field Screening Companion Document') contributing drainage area to screening location via published HUCs and/or 30-m (or better) National Elevation Data (NED), USGS seamless server INSTRUCTIONS: Enter location/ID text in green boxes(top of Form 1) Complete the rest of the assessment (Forms 1 - 4) by entering values in the blue boxesthat are appropriate/ applicable for your site DO NOT enter or change values in the gray boxes user:stream: 33.1383 117.2558 FORM 2: Description Next Step(s) and/or Vertical Rating CEM State Grade Control CEM III or IV N/A N/A absent, or CEM I or II failing, or - AND - ≥ 50% spaced > 50 m X LOW CEM I or II spaced ≤ 50 m - OR - < 50% Intermediate Bed with: Checklist 1 Description Checklist 2 Description Checklist 3 Incision Risk A X Vertical Rating for 'Intermediate Bed' Risk Factor Geometric Scoring Scheme 3 < 4.5 = LOW LOW 0.0 4.5 to 7 = MED > 7 = HIGH Vertical Rating Grade Control Screening Index score hardpan/d50 indeterminate Armor Potential Incision/braiding Score "X" if hardpan, otherwise go to Form 3 ≥ 50% probability < 50% probability spaced > 100 m or 4/Svclear failure, undercutting clearly ineffective Incision Risk (dependent on Form 3) effective & serviceable Intermediate to A & Cspaced 2/Sv to 4/Svpotential failure evidence S.CA Hydromodification Screening Tool version 1.0 Intermediate name@emailaddress.com Pollution Basin located to the east of the Faraday Avenue and El Fuerte Street intersection "X" appropriate boxState Bed material primary state Labile sand-dominated gravels cobbles & gravels Little/no incision Little/no incision d50 < 16 mm d50 > 128 mm bedrock/concrete 16 < d50 < 128 mm hardpan/uncertain boulders & large cobbles Labile Bed with: coarse gravels & cobbles tightly packed < 5% surface sand "X" appropriate boxProbability of Incising/braiding (go to Form 3) "X" appropriate box Armoring Potential Degree of Incision: Incision past critical bank height spaced < 50 m or 2/Sv no bank failure/ incision Grade Control Score "X" appropriate box OR Unknown Grade Control gravels with few cobbles loosely packed, OR > 25% surface sand longitude: latitude: Intermediate to A & C OR Hardpan Armor Score Coarse/ Armored VERTICAL SUSCEPTIBILITY D D D D D D D □ D ,- D c=i c=i c=i ~-----------~ c=i ~-----------~ c=i ~------------ ········• ........................................................................................................ t I c=i c=i c=i c=i c=i c=i c=i c=i c=i I c=J c=J c=J c=J c=J user:stream: 33.1383 117.2558 FORM 3: Pebble Count Count Station d (mm) 10 64 21 64 32 64 43 64 54 64 65 64 76 64 87 64 98 64 10 9 64 total particles d50 (mm)%sand 11 9 64 100 128 0% 12 8 64 13 7 64 mobility index mobility index Incision/ 14 6 64 SvQ10 0.5 corresponding to Braiding 15 5 64 (m1.5/s0.5)50% risk for d50 Risk 16 4 64 0.0046 0.145 17 3 64 <50% 18 2 64 19 1 64 20 0 64 21 0 90 22 1 90 23 2 90 24 3 90 25 4 90 26 5 90 27 6 90 28 7 90 29 8 90 30 9 90 31 9 90 32 8 90 33 7 90 34 6 90 35 5 90 36 4 90 37 3 90 38 2 90 39 1 90 40 0 90 41 0 128 42 1 128 43 2 128 44 3 128 45 4 128 46 5 128 47 6 128 48 7 128 49 8 128 50 9 128 51 9 128 PEBBLE COUNT & MOBILITY INDEX THRESHOLD longitude: latitude: S.CA Hydromodification Screening Tool version 1.0 name@emailaddress.com Pollution Basin located to the east of the Faraday Avenue and El Fuerte Street intersection If it is necessary to estimate d50, perform a pebble count using a minimum of 100 particles with a standard phi template or by measuring along the intermediate axis of each pebble. Use a grid and tape for systematic/complete transects across riffle sections (i.e. if the 100th particle is in the middle of a transect, complete the full transect before stopping the count). If fines (sand/silt) are less than ½-inch thick (~ one finger width) at point of sample, it is appropriate to sample the coarser buried substrate; otherwise record an observation of fines (i.e. ≤ 2 mm, recorded in spreadsheet as 2 mm). Take photographs to support the results. Pebble count data in the table on the left are example data for illustrative purposes only. You must replace these data with actual pebble count data from your field site. Once populated the pebble count results will be used to automatically populate fields on Form 2 and Form 4. I I I I I I I I I I I I I I I I I D I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 52 8 128 53 7 128 54 6 128 55 5 128 56 4 128 57 3 128 58 2 128 59 1 128 60 0 128 61 0 180 62 1 180 63 2 180 64 3 180 65 4 180 66 5 180 67 6 180 68 7 180 69 8 180 70 9 180 71 9 180 72 8 180 73 7 180 74 6 180 75 5 180 76 4 180 77 3 180 78 2 180 79 1 180 80 0 180 81 0 256 82 1 256 83 2 256 84 3 256 85 4 256 86 5 256 87 6 256 88 7 256 89 8 256 90 9 256 91 9 256 92 8 256 93 7 256 94 6 256 95 5 256 96 4 256 97 3 256 98 2 256 99 1 256 100 0 256 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I user:stream: 33.1383 117.2558 ≥ FORM 4: Primary Lateral States Lateral Rating Lateral Risk Factors Description "X" appropriate box Risk Factor Value >2 Mass wasting or fluvial erosion/braiding existing and extensive VWI 3.79 LOW Poorly consolidated or unconsolidate with fine/nonresistant toe material Poorly consolidated or unconsolidated with coarse/resistant toe material LOW <HIGH Consolidated, stratification absent or not contributing to failure Fully armored bedrock/engineered reinforcement or fully confined by hillslope X LOW Height (m)4.0 163.48 Angle (degrees)11.3 <10% Combination of State & Risk Factors Critical Value for Lateral Risk Vertical Rating IF poorly or unconsolidated, "N/A" height for 10% MW risk @ angle Mass wasting risk in moderately- to well-consolidated banks LATERAL SUSCEPTIBILITY longitude: latitude: S.CA Hydromodification Screening Tool version 1.0 name@emailaddress.com Pollution Basin located to the east of the Faraday Avenue and El Fuerte Street intersection D D D D D 0 5 10 Mnes EXPLANATION -Precipitation Contours Lake 1/\bhlford Basin Lindbergh Basin Oceanside Basin Brown AND Caldwell 1(J _)~~_...L-- ...l-_.t!--'----:RA=-INFALL BASIN MAP SAN DIEGO HMP Chapter 5. Open Channels San Diego County Hydraulic Design Manual Page 5-5 September 2014 Table 5-1 Maximum Permissible Velocities for Lined and Unlined Channels Material or Lining Maximum Permissible Average Velocity* (fps) Natural and Improved Unlined Channels Fine Sand, Colloidal ....................................................................................................................1.50 Sandy Loam, Noncolloidal ...........................................................................................................1.75 Silt Loam, Noncolloidal ................................................................................................................2.00 Alluvial Silts, Noncolloidal ............................................................................................................2.00 Ordinary Firm Loam .....................................................................................................................2.50 Volcanic Ash ................................................................................................................................2.50 Stiff Clay, Very Colloidal ..............................................................................................................3.75 Alluvial Silts, Colloidal ..................................................................................................................3.75 Shales And Hardpans ..................................................................................................................6.00 Fine Gravel ..................................................................................................................................2.50 Graded Loam To Cobbles When Noncolloidal ........................................................................... 3.75 Graded Silts To Cobbles When Colloidal .................................................................................... 4.00 Coarse Gravel, Noncolloidal ........................................................................................................4.00 Cobbles And Shingles .................................................................................................................5.00 Sandy Silt ....................................................................................................................................2.00 Silty Clay ......................................................................................................................................2.50 Clay ..............................................................................................................................................6.00 Poor Sedimentary Rock ...............................................................................................................10.0 Fully-Lined Channels Unreinforced Vegetation ...............................................................................................................5.0 Reinforced Turf ...........................................................................................................................10.0 Loose Riprap ............................................................................................................... Per Table 5-3 Grouted Riprap ...........................................................................................................................25.0 Gabions ......................................................................................................................................15.0 Soil Cement ................................................................................................................................15.0 Concrete .....................................................................................................................................35.0 * Maximum permissible velocity listed here is basic guideline; higher design velocities may be used, provided appropriate technical documentation from manufacturer. Shear stress calculations are also acceptable, provided the appropriate technical justification is provided. 5.3.6 Subcritical and Supercritical Flow Flow can be classified as critical, subcritical, or supercritical according to the level of energy in the flow. This energy is commonly expressed in terms of a Froude Number (FR) and critical depth (dc). Section 5.10.1 discusses the characteristics of critical flow and describes methods for determining Froude Number and critical depth. All channel design submittals shall include the calculated Froude Number (FR) and critical depth (dc) for each unique reach of channel to identify the flow state and verify compliance with these criteria. Flow at or near the critical state (FR=1.0 or d=dc) is unstable. As a result, minor factors such as channel debris have the potential to cause severe and acute changes in flow depth. Whenever practicable, channels shall be designed to convey their design flow following the flow energy limitations described in Table 5-2. When necessary to convey flows at or near critical state (0.80<FR <1.20), flow instabilities may be accommodated by providing additional freeboard. APPENDIX C SAN DIEGO HMP FIELD SCREENING BACKUP Section 6 Hydromodification Management Plan 6-10 Use of contents on this sheet is subject to the limitations specified at the end of this document. S:\Projects\San Diego County\133904 - SDCo Hydromod Management Plan\WP\HMP\09_Final HMP_Mar2011\I04720_FINAL_San Diego HMP_Mar2011.docx Figure 6-2. Mitigation Criteria and Implementation Consult with Geotechnical Engineer Redesign LID or BMP NO NO 4. Size LI D and BMP Facilities for Flow Range of0.1O2 to 0 10? NO YES End of Decision Matrix NO -----------------1■1,;=.ih~·i~i:wl,ilM!i•lilfi:l-JiC~•m~-ilili,---------------- Section 6 Hydromodification Management Plan 6-12 Use of contents on this sheet is subject to the limitations specified at the end of this document. S:\Projects\San Diego County\133904 - SDCo Hydromod Management Plan\WP\HMP\09_Final HMP_Mar2011\I04720_FINAL_San Diego HMP_Mar2011.docx Figure 6-3. Mitigation Criteria and Implementation Consult with Geotechnlcal Engineer NO 3. Determine Domain of Analysis -See HMP Section 5.2 4. Result from Critical Shear Stress Calculator-See HMP Section 5.1.4 Guidelines in Section 6.3 5. SCCWRP Susceptibility? -See HMP Appendix B 10. Size LID and BMP Facilities for Flow Range of 0.10, to a,. 11 . Size LID and BMP Facilities for Flow Range of 0.3Q2 to 0 10 End of Decision Matrix 16. Size LID and BMP Facilities for Flow Range of 0.502 to 010 -------------------------,•~=;i1l1i1l~·i~{~·i,,Mr.·1·1'1::1i-i1iiC~·~ffi.:.:·i:i~•r--------------------- Section 6 Hydromodification Management Plan 6-15 Use of contents on this sheet is subject to the limitations specified at the end of this document. S:\Projects\San Diego County\133904 - SDCo Hydromod Management Plan\WP\HMP\09_Final HMP_Mar2011\I04720_FINAL_San Diego HMP_Mar2011.docx Figure 6-4. SCCWRP Vertical Susceptibility LABILE BED • Sand-dominated • d50 < 16 mm • % surface sand > 25% • Loosely-packed CHANNEL BED RESISTANCE INTERMEDIATE BED • Moderately-to loosely- packed cobble / gravel • Hardpan of uncertain depth, extent erodibility EXAMINE RISK FACTORS • grade control • armoring potential • proximity to incision threshold COARSE/ARMORED BED • d50 > 128 mm • Boulder / large cobble • tightly-packed • <5% sand • Continuous bedrock • Continuous concrete go to bed erodibility checklists and incision diagram check list Fill out SCCWRP scoring criteria to determine if the receiving channel has a HIGH, MEDIUM, or LOW susceptibility ---------------------,•~=;i1l,l·~i;.i;&ii,11M1· 11·.:!i;i-i1iii:C-11ffi..:·iii:i~•r-------------------- Section 6 Hydromodification Management Plan 6-16 Use of contents on this sheet is subject to the limitations specified at the end of this document. S:\Projects\San Diego County\133904 - SDCo Hydromod Management Plan\WP\HMP\09_Final HMP_Mar2011\I04720_FINAL_San Diego HMP_Mar2011.docx Figure 6-5. Lateral Channel Susceptibility a) likelihood of bank failure b) proximity to braiding LOW • Fully armored / bedrock bank stabilization ln good condition • No evidence of chute formation I avulsions • Fully confined, directly connected to hillside, vwl-1 Moderately or well-consolidated Bank height <10% logistic risk for angle Bank height >10% logistic risk for angle ANDVWI > 2 YES LATERALLY ADJUSTABLE? YES None, or fluvial only limited to bends and constrictions ALL BANK STRATA CONSOLIDATED INCLUDING TOE? Coarse I resistant toe, d > 64 mm NO MASS WASTING OR EXTENSIVE FLUVIAL EROSION OR CHUTE CUTOFF FORMATION Poorly or unconsolidated Fine unconsolidated ANDVWI S 2 Fine unconsolidated ANDVWI >2 ------------------------,•~=;i1l1i1l~·i~{~·i,,Mr.·1·1'1::1i·i1iiC~·~ffi.:.:·i:i~•r--------------------- Figure 7. Form 3: Vertical Susceptibility Field Sheet. Complete set of assessment forms in Appendix B. 16 Note: Low vertical susceptiblity due to highly dense vegetation throughout the channel. FORM 3: VERTICAL SUSCEPTIBILITY FIELD SHEET Circle appropriate nodes/pathway for proposed site. Form 3 Figure 1. Vertical Susceptibility photographic supplement to be used in conjunction with Form 3 Bed Resistance above. (Sheet 1 of 4) Figure 7. Continued 17 Note: Dense vegetation characteristics of the study reach perform similartoTypeA armoring potential. □ □ □ Form 3 Support Materials Form 3 Checklists 1 and 2, along with information recording in Form 3 Table 1, are intended to support the decisions pathways illustrated in Form 3 Overall Vertical Rating for lntermediatelTransitional Bed. A B C Form 3 Checklist 1: Armoring Potential A mix of coarse gravels and cobbles that are tightly packed with <5% surface material of diameter <2 mm Intermediate to A and C or hardpan of unknown resistance, spatial extent (longitudinal and depth), or unknown armoring potential due to surface veneer covering gravel or coarser layer encountered with probe Gravels/cobbles that are loosely packed or >25% surface material of diameter <2 mm Form 3 Figure 2. Armoring potential photographic supplement for assessing intermediate beds (16 < dso < 128 mm) to be used in conjunction with Form 3 Checklist 1. (Sheet 2 of 4) Figure 7. Continued 18 Grade control at POC #1 and POC #2 (upper and lower) indicate effective grade control within the stabilized channel. □ A □ B □ C Form 3 Checklist 2: Grade Control Grade control is present with spacing <50 m or 2/Sv m • No evidence of failure/ineffectiveness, e.g., no headculting (>30 cm), no active mass wasting (analyst cannot say grade control sufficient if mass- wasting checklist indicates presence of bank failure), no exposed bridge pilings, no culverts/structures underm lned • Hard points in serviceable condition at decadal time scale, e.g., no apparent undermining, flanking, failing grout • If geologic grade control, rock should be resistant igneous and/or metamorphic; For sedimentary/hardpan to be classified as ·grade control', it should be of demonstrable strength as Indicated by fleld testing such as hammer fest/borings and/or inspected by appropriate stakeholder Intermediate lo A and C -artificial or geologic grade control present but spaced 2/Sv m to 4/Sv m or potential evidence of failure or hardpan of uncertain resistance Grade control absent, spaced >1 00 m or >4/Sv m, or clear evidence of Ineffectiveness Form 3 Figure 3. Grade-control (condition) photographic supplement for assessing intermediate beds (16 <elm< 128 mm) to be used in conjunction with Form 3 Checklist 2. Figure 7. Continued 19 Regionally-calibrated Screening Index Threshold for Incising/Braiding For transitional bed channels (dso between 16 and 128 mm) or labile beds (channel not incised past critical bank height), use Form 3 Figure 3 to determine Screening Index Score and complete Form 3 Table 1. Z "' -c, C, ~ 0.01 0.001 0.1 • Stable 1 dso (mm ) 10 X Braided 10% risk --50% risk + 100 hcising 900/4 risk = GIS-derived: 10-yr flow & valley slope = Field-derived: d50 ( l 00-pebble count) C 0 ·;;; <J> E 2? E Cl <t> ~ ... u /\J ~J Cl 0 ..j e> E ~ E u (J) :,::; ,..... .!!! V _g J 128 96 80 64 48 32 16 8 4 2 0.145 0.1 25 0.114 0.1 01 0.087 0.070 0.049 0.031 0.026 0.022 0.018 0.5 0.015 Form 3 Figure 4. Probability of Incising/braiding based on logistic regression of Screening Index and dso to be used In conjunction With Form 3 Table 1. Form 3 Table 1. Values for Screening Index Threshold (probability of Incising/braiding) to be used In conjunction With Form 3 Figure 4 (above) to complete Form 3 Overall Vertical Rating for Intermediate/Transitional Bed (beloW).. Screening Index Score: A = <50% probability of Incision for current 0,o, valley slope, and ctso; B = Hardpan/dso Indeterminate; and C = .?,50% probablllty of Incising/braiding for current a10, valley slope, and ctso. d50 (mm) FromForm2 Sv*Q100.s (m1.s,so.s) From Form 1 S/Q10 o.s (m, .s/s0!!1) 50% risk of incising/braiding from table in Form 3 Figure 3 above Screening Index Score (A, B, C) Overall Vertical Rating for Intermediate/Transitional Bed Calculate the overall Vertical Rating for Transitional Bed channels using the formula below. Numeric values for responses to Form 3 Checklists and Table 1 as follows: A= 3, B = 6, C = 9. Vertical Rating= {(J armoring grade control) screening index score} Vertical Susceptibility based on Vertical Rating: <4.5 = LOW; 4.5 to 7 = MEDIUM; and >7 = HIGH. (Sheet4 of4) 24 FORM 4: LATERAL SUSCEPTIBILTY FIELD SHEET Lateral Screening Forms Circle appropriate nodes/pathway for proposed site OR use sequence of questions provided in Form 5. (Sheet 1 of 1) Figure 12. Form 4: Lateral Susceptibility Field Sheet. Complete set of assessment forms in Appendix B. Mass wasting or extensive fluv1al erosion or chute cutoff formation FORM 5: SEQUENCE OF LATERAL SUSCEPTIBILITY QUESTIONS OPTION Enter Lateral Susceptibility (Very High, High, Medium, Low) in shaded column. Mass wasting and bank instability from Form 6, VWI from Form 4, and Vertical Rating from Form 3. Lateral Susceptibility Channel fully confined with VWI ~1 – connected hillslopes OR fully-armored/engineered bed and banks in good condition? If YES, then LOW If NO, Is there active mass wasting or extensive fluvial erosion (> 50% of bank length)? If YES, VWI ” 2 = HIGH, VWI > 2 = VERY HIGH If NO, Are both banks consolidated? If YES, How many risk factors present? Risk Factors: o Bank instability p > 10% o VWI > 2 o Vertical rating • High x All three = VERY HIGH x Two of three = HIGH x One of three = MEDIUM x None = LOW If NO, Are banks either consolidated or unconsolidated with coarse toe of d > 64 mm? If YES, How many risk factors present? Risk Factors: o VWI > 2 o Vertical rating • High x Two = HIGH x One = MEDIUM x None = LOW If NO, At least one bank is unconsolidated with toe of d < 64 mm How many risk factors present? Risk Factors: o VWI > 2 o Vertical rating • High x Two = VERY HIGH x One = HIGH x None = MEDIUM (Sheet 1 of 1) Figure 13. Form 5: Sequence of Lateral Questions Option for lateral susceptibility assessment. Complete set of assessment forms in Appendix B. 25 LOWD FORM 6: PROBABILITY OF MASS WASTING BANK FAILURE If mass wasting is not currently extensive and the banks are moderately- to well-consolidated, measure bank height and angle at several locations (i.e., at least three locations that capture the range of conditions present in the study reach) to estimate representative values for the reach. Use Form 6 Figure 1 below to determine if risk of bank failure is >10% and complete Form 6 Table 1. Support your results with photographs that include a protractor/rod/tape/person for scale. Bank Angle (degrees) (from Field) Bank Height (m) (from Field) Corresponding Bank Height for 10% Risk of Mass Wasting (m) (from Form 6 Figure 1 below) Bank Failure Risk (<10% Risk) (>10% Risk) Left Bank Right Bank Form 6 Figure 1. Probability Mass Wasting diagram, Bank Angle:Height/% Risk table, and Band Height:Angle schematic. Figure 14. Form 6: Probability of Mass Wasting Bank Failure for lateral susceptibility assessment. Complete set of assessment forms in Appendix B. 26 Low bank angle (below 30 degrees) and 4-foot bank height indicate very low risk for mass wasting in the channel. probability of mass wasting in moderately /well consolidated banks "1~ 0 Stab le 90%Risk X Unstable 35 4 l AO \ X 45 0 )( 0 )( 50 3 X 55 E )( ~ +-' 0 0 60 ,;;:. 6)1 X Qt) 2 0 liJ 65 J: X .;,,: o oo 0 xx X 70 C: ~ o~O~ O X 1 X 80 ~Q) r: 0 oO 0 0 30 40 so 60 70 nl< i!ight m) ¾ isle of ) 4.7 3.7 2.1 1.5 1.1 0.85 0.66 0.52 0.34 APPENDIX D AS-BUILT REFERENCE DRAWINGS ,-----------------~-------------------------------------------------------------------------------- NOTE!! ELECTRONIC DATA RLES ARE FOR REFERENCE ONLY ANO ARE NOT TO BE USED FOR HORIZONTAL OR VERT!CAL SURVEY CONTROL © 2004 O'Day Consultants, Inc. , ... ' ;, ... --- ;, .. :.J , .. / J SEE SHEET No. 10 C~/~~T DESIGNED BY: H,R, DRAWN BY: T,G, C,G, PROJECT MGR.• T-0,C, s 2710 Loker Avenue West CMI Engineering ENGINEER OF WORK: Suite 100 Planning Carlsbad, California 92008 Processing 760-931-7700 Surveying f ox: 760-931-8680 www.odoyconsultonts.com TIMOTHY 0. CARROLL, JR, ·-··· "'"""'"•···~--...... _ X J79.5 DATE: APRIL 2003 SCALE: AS SHOWN JOB NO.• 96 1005 P,L REVIEWED BY: DATE: RCE: 55381 INSPECTOR N.1 ' ' i "AS EXP, 2003800 \ ' ,-~.: .,\,'"\ ,, .. , . ;..,', ,..,, i-,N 1...., .) -. . .) 1,,J \ .--- X J8J.! SEE SHEET No. 9 BUil T" DATE DATE BENCHMARK: DESCRIPTION: 2• AL/JMIN/JM 0/SC STAMPEO GPS CONTROL PT. 2002 LOCATION: IN SIDEWALK NORTII SIOE OF PALOMAR AIRPORT ROAO, 300 FEET 111:ST OF MELROSE OR/VE RECORD FROM: R.O.S. NO. 11271 (PT. NO. 11) ELEVATION: 444.00 M.S.L DATUM: NGV!) /fl2/l ... _,"'-••/ ( --'-_.,/ SEE SHEET No. 7 /t\ DATE INITIAL DATE INITIAL DATE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL 100' ---o' 2s' 50 --200' SCALE: 1" = 100' I SH6ET I CITY OF CARLSBAD I SHEETS I ENGINEERING DEPARTMENT GRADING ANO EROSION CONTROL PLANS FOR: CARLSBAD OAKS NORTH PHAf.E.;~11nY CT 97-13 APPROVED LLOYD 8. HUBBS PE 23889 EXP: 12-31-05 CITY ENGINEER DATE DWN BY: PROJECT NO . DRAWING NO. CHKD BY: C.T. 97-fJ 415-9A RVWD BY: ATTACHMENT 2d 3925 Ionis Whiptail 1/18/2023 SWMM MODEL SCHEMATICS PRE-DEVELOPMENT MODEL POST-PROJECT MODEL J:\ACTIVE JOBS\3925 IONIS WHIPTAIL\CIVIL\REPORTS\SWQMP\SWMM\Output\3925_SWMM_Schematics.xlsx 0 ' ' ' " ' ~ " ,. I ' ' ' " -' " ' I " I " " • ' a. " e E-" ' " ' " ' " ~ " " " ' ~ " / • ' / / I ' / " ' " / ' ' I / / / ' ' I I I I ' ' ' I " / ., • ' ' I / ' / " ., ., I ' ' / ., r ' / / r ., r I ' / ' ' / ' ' --• I I I / ' / / ' I I I ~ ' ' " / ., ' I / r ., r I J It ✓/ ., r ' I I-' / / / ' ' ' '. ', .,., ., , J, ., , ' I ., ., ' ' ., r ~.,, 3925 Ionis Whiptail 4/3/2023 DMA Area (ac) Width (Area/Flow Length) (ft) % Slope % Impervious % "B" Soils % "D" Soils Weighted Conductivity (in/hr): Weighted Suction Head (in): Weighted Initial Deficit: N-perv 1 1 7.86 973 2.0%0%0%100%0.025 9.000 0.300 0.08 Total:7.86 DMA Area (ac) Width (Area/Flow Length) (ft) % Impervious % Slope % "B" Soils % "D" Soils Weighted Conductivity (in/hr): Weighted Suction Head (in): Weighted Initial Deficit: N-perv 1 1 1.780 1491 52%2.0%0%100%0.019 9.000 0.300 0.08 2 1.613 1277 79%2.0%0%100%0.019 9.000 0.300 0.08 3 0.773 674 83%2.0%0%100%0.019 9.000 0.300 0.08 4 1.840 989 81%2.0%0%100%0.019 9.000 0.300 0.08 5 0.249 217 66%7.0%0%100%0.019 9.000 0.300 0.08 6 0.405 353 80% 7.0% 0% 100% 0.019 9.000 0.300 0.08 7 0.371 294 5% 50.0% 0% 100% 0.019 9.000 0.300 0.08 8 0.212 193 0% 50.0% 0% 100% 0.019 9.000 0.300 0.08 9 0.351 695 0% 50.0% 0% 100% 0.019 9.000 0.300 0.08 10 0.020 110 0%2.0%0%100%0.019 9.000 0.300 0.08 11 0.106 92 0%50.0%0%100%0.019 9.000 0.300 0.08 BMP-1 0.042 57 0%0.0%0%100%0.025 9.000 0.300 0.08 BMP-2 0.041 51 0%0.0%0%100%0.025 9.000 0.300 0.08 BMP-3 0.027 36 0%0.0%0%100%0.025 9.000 0.300 0.08 BMP-4 0.047 63 0%0.0%0%100%0.025 9.000 0.300 0.08 Total:7.88 D:0.025 in/hr D:9 in D:0.30 Notes: 1. Per the Manning's n Values for Overland Flow table (Tory Walker Engineering): DMA pervious areas are shrubs and bushes = 0.08 Suction Head: Initial DeficitConductivity: POC-1 PRE-DEVELOPMENT POST-PROJECT J:\ACTIVE JOBS\3925 IONIS WHIPTAIL\CIVIL\REPORTS\SWQMP\SWMM\3925_SWMM_Input_Alt2.xlsx SWMM INPUT REPORT PRE-PROJECT CONDITION POC-1 IONIS LOTS 21 & 22 [TITLE] ;;Project Title/Notes 3925 Ionis Whiptail 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 SWMM INPUT REPORT PRE-PROJECT CONDITION POC-1 IONIS LOTS 21 & 22 [RAINGAGES] ;;Name Format Interval SCF Source ;;-------------- --------- ------ ------ ---------- Oceanside INTENSITY 1:00 1.0 TIMESERIES Oceanside [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- DMA-1 Oceanside POC-1 7.86 0 973 2 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- DMA-1 0.012 0.08 0.05 0.1 25 OUTLET [INFILTRATION] ;;Subcatchment Suction Ksat IMD ;;-------------- ---------- ---------- ---------- DMA-1 9 0.025 .3 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- ;Basin 1 POC-1 0 FREE NO [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- Oceanside FILE "J:\ACTIVE JOBS\3925 IONIS WHIPTAIL\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-1 785.219 2528.868 SWMM INPUT REPORT PRE-PROJECT CONDITION POC-1 IONIS LOTS 21 & 22 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ DMA-1 762.125 5369.515 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ Oceanside 747.985 6731.113 SWMM OUTPUT REPORT PRE-PROJECT CONDITION POC-1 IONIS LOTS 21 & 22 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.013) -------------------------------------------------------------- 3925 Ionis Whiptail 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 ...... 442.184 675.090 Evaporation Loss ......... 16.972 25.911 Infiltration Loss ........ 341.830 521.878 Surface Runoff ........... 91.519 139.723 Final Storage ............ 0.000 0.000 Continuity Error (%) ..... -1.840 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- SWMM OUTPUT REPORT PRE-PROJECT CONDITION POC-1 IONIS LOTS 21 & 22 Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 91.519 29.823 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 91.519 29.823 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-1 675.09 0.00 25.91 521.88 0.00 139.72 139.72 29.82 8.71 0.207 Analysis begun on: Wed Jan 18 09:27:33 2023 Analysis ended on: Wed Jan 18 09:28:14 2023 Total elapsed time: 00:00:41 SWMM INPUT REPORT POST-PROJECT CONDITION POC-1 IONIS LOTS 21 & 22 [TITLE] ;;Project Title/Notes 3925 Ionis Whiptail 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 SWMM INPUT REPORT POST-PROJECT CONDITION POC-1 IONIS LOTS 21 & 22 [RAINGAGES] ;;Name Format Interval SCF Source ;;-------------- --------- ------ ------ ---------- Oceanside INTENSITY 1:00 1.0 TIMESERIES Oceanside [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- DMA-1 Oceanside BMP-1 1.780 52 1491 2 0 BMP-1 Oceanside POC-1 0.04157 0 57 0 0 DMA-2 Oceanside BMP-2 1.613 79 1277 2 0 DMA-3 Oceanside BMP-3 0.773 83 674 2 0 DMA-4 Oceanside BMP-4 1.840 81 989 2 0 DMA-5 Oceanside POC-1 0.249 68 217 7 0 BMP-2 Oceanside POC-1 0.04121 0 51 0 0 BMP-3 Oceanside POC-1 0.02679 0 36 0 0 BMP-4 Oceanside POC-1 0.04660 0 63 0 0 DMA-6 Oceanside POC-1 0.405 80 353 7 0 DMA-7 Oceanside POC-1 0.371 5 294 50 0 DMA-8 Oceanside POC-1 0.212 0 193 50 0 DMA-9 Oceanside POC-1 0.351 0 695 50 0 DMA-10 Oceanside POC-1 0.02 0 110 2 0 DMA-11 Oceanside POC-1 0.106 0 92 50 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- DMA-1 0.012 0.08 0.05 0.1 25 OUTLET BMP-1 0.012 0.08 0.05 0.1 25 OUTLET DMA-2 0.012 0.08 0.05 0.1 25 OUTLET DMA-3 0.012 0.08 0.05 0.1 25 OUTLET DMA-4 0.012 0.08 0.05 0.1 25 OUTLET DMA-5 0.012 0.08 0.05 0.1 25 OUTLET BMP-2 0.012 0.08 0.05 0.1 25 OUTLET BMP-3 0.012 0.08 0.05 0.1 25 OUTLET BMP-4 0.012 0.08 0.05 0.1 25 OUTLET DMA-6 0.012 0.08 0.05 0.1 25 OUTLET DMA-7 0.012 0.08 0.05 0.1 25 OUTLET DMA-8 0.012 0.08 0.05 0.1 25 OUTLET DMA-9 0.012 0.08 0.05 0.1 25 OUTLET DMA-10 0.012 0.08 0.05 0.1 25 OUTLET DMA-11 0.012 0.08 0.05 0.1 25 OUTLET [INFILTRATION] ;;Subcatchment Param1 Param2 Param3 Param4 Param5 ;;-------------- ---------- ---------- ---------- ---------- ---------- DMA-1 9 .019 .3 SWMM INPUT REPORT POST-PROJECT CONDITION POC-1 IONIS LOTS 21 & 22 BMP-1 9 0.025 .3 DMA-2 9 .019 .3 DMA-3 9 .019 .3 DMA-4 9 .019 .3 DMA-5 9 .019 .3 BMP-2 9 0.025 .3 BMP-3 9 0.025 .3 BMP-4 9 0.025 .3 DMA-6 9 .019 .3 DMA-7 9 .019 .3 DMA-8 9 .019 .3 DMA-9 9 .019 .3 DMA-10 9 .019 .3 DMA-11 9 .019 .3 [LID_CONTROLS] ;;Name Type/Layer Parameters ;;-------------- ---------- ---------- BMP-1 BC BMP-1 SURFACE 15.6 0 0 0 5 BMP-1 SOIL 21 0.4 0.2 0.1 5 5 1.5 BMP-1 STORAGE 21 0.67 0 0 NO BMP-1 DRAIN 6.5612 0.5 3 6 0 0 BMP-2 BC BMP-2 SURFACE 19.09 0 0 0 5 BMP-2 SOIL 21 0.4 0.2 0.1 5 5 1.5 BMP-2 STORAGE 21 0.67 0 0 NO BMP-2 DRAIN 6.6197 0.5 3 6 0 0 BMP-3 BC BMP-3 SURFACE 21.47 0 0 0 5 BMP-3 SOIL 21 0.4 0.2 0.1 5 5 1.5 BMP-3 STORAGE 21 0.67 0 0 NO BMP-3 DRAIN 10.1819 0.5 3 6 0 0 BMP-4 BC BMP-4 SURFACE 14.4 0 0 0 5 BMP-4 SOIL 21 0.4 0.2 0.1 5 5 1.5 BMP-4 STORAGE 21 0.67 0 0 NO BMP-4 DRAIN 5.8534 0.5 3 6 0 0 [LID_USAGE] ;;Subcatchment LID Process Number Area Width InitSat FromImp ToPerv RptFile DrainTo FromPerv ;;-------------- ---------------- ------- ---------- ---------- ---------- ---------- ---------- ------------------------ --- ------------- ---------- SWMM INPUT REPORT POST-PROJECT CONDITION POC-1 IONIS LOTS 21 & 22 BMP-1 BMP-1 1 1810.79 0 0 100 0 * * 0 BMP-2 BMP-2 1 1795.11 0 0 100 0 * * 0 BMP-3 BMP-3 1 1167 0 0 100 0 * * 0 BMP-4 BMP-4 1 2029.90 0 0 100 0 * * 0 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- ;Basin 1 POC-1 0 FREE NO [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- Oceanside FILE "Rainfall\oceanside.dat" [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS -1956.868 -1583.141 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ POC-1 392.610 -1166.282 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ DMA-1 -1454.965 4861.432 BMP-1 -1616.628 2228.637 DMA-2 -138.568 4976.905 DMA-3 969.977 4815.242 SWMM INPUT REPORT POST-PROJECT CONDITION POC-1 IONIS LOTS 21 & 22 DMA-4 2217.090 4838.337 DMA-5 3387.097 4395.161 BMP-2 -461.894 2344.111 BMP-3 808.314 2297.921 BMP-4 1616.628 2297.921 DMA-6 4226.328 3983.834 DMA-7 4596.774 3266.129 DMA-8 4758.065 2459.677 DMA-9 5026.882 1653.226 DMA-10 5080.645 846.774 DMA-11 5188.172 -147.849 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ Oceanside 415.704 7170.901 SWMM OUTPUT REPORT POST-PROJECT CONDITION POC-1 IONIS LOT 21 & 22 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.0) ------------------------------------------------------------ 3925 Ionis Whiptail Post-Project Condition **************** 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 ...... 0.027 0.042 Total Precipitation ...... 443.094 675.090 Evaporation Loss ......... 60.427 92.066 Infiltration Loss ........ 112.567 171.505 Surface Runoff ........... 53.595 81.656 LID Drainage ............. 223.613 340.693 Final Storage ............ 0.057 0.087 Continuity Error (%) ..... -1.611 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 277.208 90.332 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 277.208 90.332 SWMM OUTPUT REPORT POST-PROJECT CONDITION POC-1 IONIS LOT 21 & 22 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-1 675.09 0.00 62.64 226.21 305.50 90.75 396.25 19.15 2.09 0.587 BMP-1 675.09 16966.99 1099.89 0.00 0.00 0.00 16541.14 18.67 2.14 0.938 DMA-2 675.09 0.00 83.91 98.19 463.37 40.99 504.36 22.09 1.92 0.747 DMA-3 675.09 0.00 86.89 79.98 486.91 32.90 519.82 10.91 0.92 0.770 DMA-4 675.09 0.00 86.09 89.13 474.17 36.63 510.80 25.52 2.19 0.757 DMA-5 675.09 0.00 74.42 150.54 400.02 61.94 461.96 3.12 0.29 0.684 BMP-2 675.09 19740.96 1133.60 0.00 0.00 0.00 19281.11 21.58 1.97 0.944 BMP-3 675.09 14998.73 1104.56 0.00 0.00 0.00 14568.56 10.60 0.93 0.929 BMP-4 675.09 20168.82 1133.92 0.00 0.00 0.00 19708.65 24.94 2.25 0.946 DMA-6 675.09 0.00 83.75 93.93 470.39 39.12 509.50 5.60 0.48 0.755 DMA-7 675.09 0.00 26.35 445.33 29.74 184.64 214.38 2.16 0.42 0.318 DMA-8 675.09 0.00 22.62 470.38 0.00 193.15 193.15 1.11 0.24 0.286 DMA-9 675.09 0.00 22.66 468.18 0.00 197.35 197.35 1.88 0.40 0.292 DMA-10 675.09 0.00 22.61 469.69 0.00 194.46 194.46 0.11 0.02 0.288 DMA-11 675.09 0.00 22.76 469.30 0.00 194.04 194.04 0.56 0.12 0.287 *********************** 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 17642.08 1099.93 0.00 876.95 15664.79 2.10 2.95 -0.00 BMP-2 BMP-2 20416.05 1133.64 0.00 589.16 18692.63 2.10 3.23 -0.00 BMP-3 BMP-3 15673.82 1104.57 0.00 131.32 14437.43 2.10 2.99 -0.00 BMP-4 BMP-4 20843.91 1133.96 0.00 929.14 18780.19 2.10 3.23 -0.00 SWMM OUTPUT REPORT POST-PROJECT CONDITION POC-1 IONIS LOT 21 & 22 Analysis begun on: Tue Mar 28 09:41:01 2023 Analysis ended on: Tue Mar 28 09:41:29 2023 Total elapsed time: 00:00:28 POC-1 Peak Flow Frequency Summary Return Period Pre-development Qpeak (cfs) Post-project - Mitigated Q (cfs) LF = 0.5xQ2 1.878 1.269 2-year 3.755 2.538 5-year 5.052 4.377 10-year 6.073 5.802 J:\ACTIVE JOBS\3925 IONIS WHIPTAIL\CIVIL\REPORTS\SWQMP\SWMM\3925 SWMM_PostProcessing_Alt2.xlsx 0.000 1.000 2.000 3.000 4.000 5.000 6.000 7.000 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-1 Peak Flow Frequency Curves Pre-project Qpeak Post-project Mitigated Qpeak ""'- "~ I I --...---'11. ' I ~-,.,.,..~ ~ ar--~~ l...C"" -P"-" I-""--J -_L r-:ro-~ -1! I I,-~ - I -1Pr+~ ~,,,.~P"-" " ~ J1" i l'J"~r""l I ~!rl~ J~pll ~ ,~ r ~~~ -0- I ~' ~ ~ l I I .... I I I I Low-flow Threshold:50%POC-1 0.5xQ2 (Pre):1.878 cfs Q10 (Pre):6.073 cfs Ordinate #:100 Incremental Q (Pre):0.04196 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 1.878 147 2.96E-04 51 1.03E-04 35% Pass 1 1.919 138 2.77E-04 51 1.03E-04 37% Pass 2 1.961 131 2.63E-04 49 9.85E-05 37% Pass 3 2.003 124 2.49E-04 48 9.65E-05 39% Pass 4 2.045 120 2.41E-04 48 9.65E-05 40% Pass 5 2.087 116 2.33E-04 47 9.45E-05 41% Pass 6 2.129 110 2.21E-04 44 8.85E-05 40% Pass 7 2.171 104 2.09E-04 43 8.65E-05 41% Pass 8 2.213 99 1.99E-04 43 8.65E-05 43% Pass 9 2.255 97 1.95E-04 41 8.24E-05 42% Pass 10 2.297 93 1.87E-04 40 8.04E-05 43% Pass 11 2.339 92 1.85E-04 40 8.04E-05 43% Pass 12 2.381 91 1.83E-04 40 8.04E-05 44% Pass 13 2.423 89 1.79E-04 37 7.44E-05 42% Pass 14 2.465 86 1.73E-04 37 7.44E-05 43% Pass 15 2.507 81 1.63E-04 37 7.44E-05 46% Pass 16 2.549 77 1.55E-04 35 7.04E-05 45% Pass 17 2.591 74 1.49E-04 34 6.84E-05 46% Pass 18 2.633 72 1.45E-04 33 6.63E-05 46% Pass 19 2.675 66 1.33E-04 33 6.63E-05 50% Pass 20 2.717 65 1.31E-04 33 6.63E-05 51% Pass 21 2.759 63 1.27E-04 32 6.43E-05 51% Pass 22 2.801 62 1.25E-04 31 6.23E-05 50% Pass 23 2.842 58 1.17E-04 29 5.83E-05 50% Pass 24 2.884 57 1.15E-04 28 5.63E-05 49% Pass 25 2.926 56 1.13E-04 28 5.63E-05 50% Pass 26 2.968 56 1.13E-04 27 5.43E-05 48% Pass 27 3.010 53 1.07E-04 27 5.43E-05 51% Pass 28 3.052 51 1.03E-04 27 5.43E-05 53% Pass 29 3.094 50 1.01E-04 27 5.43E-05 54% Pass 30 3.136 49 9.85E-05 26 5.23E-05 53% Pass 31 3.178 48 9.65E-05 25 5.03E-05 52% Pass 32 3.220 47 9.45E-05 25 5.03E-05 53% Pass 33 3.262 43 8.65E-05 24 4.83E-05 56% Pass 34 3.304 41 8.24E-05 24 4.83E-05 59% Pass 35 3.346 39 7.84E-05 23 4.62E-05 59% Pass 36 3.388 39 7.84E-05 22 4.42E-05 56% Pass 37 3.430 39 7.84E-05 21 4.22E-05 54% Pass 38 3.472 37 7.44E-05 21 4.22E-05 57% Pass 39 3.514 36 7.24E-05 21 4.22E-05 58% Pass 40 3.556 36 7.24E-05 20 4.02E-05 56% Pass 41 3.598 34 6.84E-05 19 3.82E-05 56% Pass 42 3.640 34 6.84E-05 19 3.82E-05 56% Pass 43 3.682 33 6.63E-05 18 3.62E-05 55% Pass 44 3.724 33 6.63E-05 18 3.62E-05 55% Pass 45 3.766 32 6.43E-05 18 3.62E-05 56% Pass 46 3.807 31 6.23E-05 17 3.42E-05 55% Pass 47 3.849 31 6.23E-05 17 3.42E-05 55% Pass 48 3.891 31 6.23E-05 16 3.22E-05 52% Pass 49 3.933 31 6.23E-05 15 3.02E-05 48% Pass 50 3.975 31 6.23E-05 15 3.02E-05 48% Pass 51 4.017 30 6.03E-05 15 3.02E-05 50% Pass 52 4.059 27 5.43E-05 15 3.02E-05 56% Pass 53 4.101 27 5.43E-05 15 3.02E-05 56% Pass 54 4.143 27 5.43E-05 14 2.81E-05 52% Pass Permavoid Layer Pre-project Flow (cfs)Pre-project Hours Pre-project % Time Exceeding Post-project % Time Exceeding Percentage Pass/Fail 55 4.185 27 5.43E-05 14 2.81E-05 52% Pass 56 4.227 23 4.62E-05 14 2.81E-05 61% Pass 57 4.269 22 4.42E-05 14 2.81E-05 64% Pass 58 4.311 22 4.42E-05 13 2.61E-05 59% Pass 59 4.353 21 4.22E-05 13 2.61E-05 62% Pass 60 4.395 21 4.22E-05 13 2.61E-05 62% Pass 61 4.437 21 4.22E-05 13 2.61E-05 62% Pass 62 4.479 20 4.02E-05 13 2.61E-05 65% Pass 63 4.521 20 4.02E-05 12 2.41E-05 60% Pass 64 4.563 20 4.02E-05 12 2.41E-05 60% Pass 65 4.605 20 4.02E-05 12 2.41E-05 60% Pass 66 4.647 20 4.02E-05 12 2.41E-05 60% Pass 67 4.689 20 4.02E-05 12 2.41E-05 60% Pass 68 4.730 19 3.82E-05 12 2.41E-05 63% Pass 69 4.772 18 3.62E-05 12 2.41E-05 67% Pass 70 4.814 18 3.62E-05 12 2.41E-05 67% Pass 71 4.856 16 3.22E-05 12 2.41E-05 75% Pass 72 4.898 15 3.02E-05 11 2.21E-05 73% Pass 73 4.940 14 2.81E-05 10 2.01E-05 71% Pass 74 4.982 14 2.81E-05 9 1.81E-05 64% Pass 75 5.024 14 2.81E-05 9 1.81E-05 64% Pass 76 5.066 12 2.41E-05 9 1.81E-05 75% Pass 77 5.108 12 2.41E-05 9 1.81E-05 75% Pass 78 5.150 11 2.21E-05 9 1.81E-05 82% Pass 79 5.192 9 1.81E-05 9 1.81E-05 100% Pass 80 5.234 9 1.81E-05 9 1.81E-05 100% Pass 81 5.276 9 1.81E-05 9 1.81E-05 100% Pass 82 5.318 9 1.81E-05 8 1.61E-05 89% Pass 83 5.360 9 1.81E-05 7 1.41E-05 78% Pass 84 5.402 9 1.81E-05 7 1.41E-05 78% Pass 85 5.444 9 1.81E-05 7 1.41E-05 78% Pass 86 5.486 9 1.81E-05 7 1.41E-05 78% Pass 87 5.528 9 1.81E-05 6 1.21E-05 67% Pass 88 5.570 9 1.81E-05 6 1.21E-05 67% Pass 89 5.612 8 1.61E-05 5 1.01E-05 63% Pass 90 5.654 7 1.41E-05 5 1.01E-05 71% Pass 91 5.695 7 1.41E-05 5 1.01E-05 71% Pass 92 5.737 7 1.41E-05 5 1.01E-05 71% Pass 93 5.779 7 1.41E-05 5 1.01E-05 71% Pass 94 5.821 6 1.21E-05 5 1.01E-05 83% Pass 95 5.863 5 1.01E-05 5 1.01E-05 100% Pass 96 5.905 5 1.01E-05 5 1.01E-05 100% Pass 97 5.947 5 1.01E-05 5 1.01E-05 100% Pass 98 5.989 5 1.01E-05 5 1.01E-05 100% Pass 99 6.031 5 1.01E-05 5 1.01E-05 100% Pass 100 6.073 5 1.01E-05 5 1.01E-05 100% Pass 0.000 1.000 2.000 3.000 4.000 5.000 6.000 7.000 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 I l I t:t k.J ,~ \ ~ ' ~ ~ ~~( ~~1 ---Jr '~'x 11, I ~I POC-1 BMP-1 PARAMETER ABBREV. Ponding Depth PD 12 in Bioretention Soil Layer S 21 in Gravel Layer G 21 in 4.5 ft 54 in Orifice Coefficient cg 0.6 -- Low Flow Orifice Diameter D 6 in Drain exponent n 0.5 -- Flow Rate (volumetric) Q 1.949 cfs Ponding Depth Surface Area APD 2897 ft2 AS, AG 1811 ft2 AS, AG 0.0416 ac Porosity of Bioretention Soil n 0.40 - Flow Rate (per unit area) q 116.232 in/hr Effective Ponding Depth PDeff 15.60 in Flow Coefficient C 6.5612 -- Bio-Retention Cell LID BMP Bioretention Surface Area TOTAL SWMM Model Flow Coefficient Calculation and Effective Ponding Depth Calculation POC-1 BMP-2 PARAMETER ABBREV. Ponding Depth PD 18 in Bioretention Soil Layer S 21 in Gravel Layer G 21 in 5.0 ft 60 in Orifice Coefficient cg 0.6 -- Low Flow Orifice Diameter D 6 in Drain exponent n 0.5 -- Flow Rate (volumetric) Q 2.060 cfs Ponding Depth Surface Area APD 2012 ft2 AS, AG 1795 ft2 AS, AG 0.0412 ac Porosity of Bioretention Soil n 0.40 - Flow Rate (per unit area) q 123.974 in/hr Effective Ponding Depth PDeff 19.09 in Flow Coefficient C 6.6197 -- SWMM Model Flow Coefficient Calculation and Effective Ponding Depth Calculation Bio-Retention Cell LID BMP TOTAL Bioretention Surface Area POC-1 BMP-3 PARAMETER ABBREV. Ponding Depth PD 12 in Bioretention Soil Layer S 21 in Gravel Layer G 21 in 4.5 ft 54 in Orifice Coefficient cg 0.6 -- Low Flow Orifice Diameter D 6 in Drain exponent n 0.5 -- Flow Rate (volumetric) Q 1.949 cfs Ponding Depth Surface Area APD 3008 ft2 AS, AG 1167 ft2 AS, AG 0.0268 ac Porosity of Bioretention Soil n 0.40 - Flow Rate (per unit area) q 180.373 in/hr Effective Ponding Depth PDeff 21.47 in Flow Coefficient C 10.1819 -- SWMM Model Flow Coefficient Calculation and Effective Ponding Depth Calculation Bio-Retention Cell LID BMP TOTAL Bioretention Surface Area POC-1 BMP-4 PARAMETER ABBREV. Ponding Depth PD 12 in Bioretention Soil Layer S 21 in Gravel Layer G 21 in 4.5 ft 54 in Orifice Coefficient cg 0.6 -- Low Flow Orifice Diameter D 6 in Drain exponent n 0.5 -- Flow Rate (volumetric) Q 1.949 cfs Ponding Depth Surface Area APD 2842 ft2 AS, AG 2030 ft2 AS, AG 0.0466 ac Porosity of Bioretention Soil n 0.40 - Flow Rate (per unit area) q 103.692 in/hr Effective Ponding Depth PDeff 14.40 in Flow Coefficient C 5.8534 -- SWMM Model Flow Coefficient Calculation and Effective Ponding Depth Calculation Bio-Retention Cell LID BMP TOTAL Bioretention Surface Area Drawdown Calculation for BMP-1 Project Name Ionis Whiptail Project No 3925 Surface Drawdown Time: 2.4 hr Total Basin Drawdown Time: 5.1 hr Surface Area 1811 sq ft Underdrain Orifice Diameter: in 6 in C:0.6 Surface Ponding (to invert of lowest surface discharge opening in outlet structure): 1 ft Amended Soil Depth: 1.75 ft Gravel Depth: 1.5 ft Orifice Q = 1.890 cfs Effective Depth 23.4 in Infiltration controlled by orifice 1 45.082 in/hr Infiltration controlled by soil media 1 5.000 in/hr 1. The lower infiltration rate governs and is used in the calculation. Drawdown Calculation for BMP-2 Project Name Ionis Whiptail Project No 3925 Surface Drawdown Time: 3.6 hr Total Basin Drawdown Time: 6.3 hr Surface Area 1795 sq ft Underdrain Orifice Diameter: in 6 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 Gravel Depth: 1.5 ft Orifice Q = 2.005 cfs Effective Depth 29.4 in Infiltration controlled by orifice 1 48.242 in/hr Infiltration controlled by soil media 1 5.000 in/hr 1. The lower infiltration rate governs and is used in the calculation. Drawdown Calculation for BMP-3 Project Name Ionis Whiptail Project No 3925 Surface Drawdown Time: 2.4 hr Total Basin Drawdown Time: 5.1 hr Surface Area 1167 sq ft Underdrain Orifice Diameter: in 6 in C:0.6 Surface Ponding (to invert of lowest surface discharge opening in outlet structure): 1 ft Amended Soil Depth: 1.75 ft Gravel Depth: 1.5 ft Orifice Q = 1.890 cfs Effective Depth 23.4 in Infiltration controlled by orifice 1 69.960 in/hr Infiltration controlled by soil media 1 5.000 in/hr 1. The lower infiltration rate governs and is used in the calculation. Drawdown Calculation for BMP-4 Project Name Ionis Whiptail Project No 3925 Surface Drawdown Time: 2.4 hr Total Basin Drawdown Time: 5.1 hr Surface Area 2030 sq ft Underdrain Orifice Diameter: in 6 in C:0.6 Surface Ponding (to invert of lowest surface discharge opening in outlet structure): 1 ft Amended Soil Depth: 1.75 ft Gravel Depth: 1.5 ft Orifice Q = 1.890 cfs Effective Depth 23.4 in Infiltration controlled by orifice 1 40.218 in/hr Infiltration controlled by soil media 1 5.000 in/hr 1. The lower infiltration rate governs and is used in the calculation. 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 Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/13/2022 Page 1 of 4 36 6 7 1 2 0 36 6 7 1 7 0 36 6 7 2 2 0 36 6 7 2 7 0 36 6 7 3 2 0 36 6 7 3 7 0 36 6 7 4 2 0 36 6 7 1 2 0 36 6 7 1 7 0 36 6 7 2 2 0 36 6 7 2 7 0 36 6 7 3 2 0 36 6 7 3 7 0 36 6 7 4 2 0 475990 476040 476090 476140 476190 476240 476290 476340 476390 476440 476490 475990 476040 476090 476140 476190 476240 476290 476340 476390 476440 476490 33° 8' 43'' N 11 7 ° 1 5 ' 2 7 ' ' W 33° 8' 43'' N 11 7 ° 1 5 ' 6 ' ' W 33° 8' 32'' N 11 7 ° 1 5 ' 2 7 ' ' W 33° 8' 32'' N 11 7 ° 1 5 ' 6 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 100 200 400 600Feet 0 35 70 140 210Meters Map Scale: 1:2,440 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. USDA = MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 16, Sep 13, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 14, 2022—Mar 17, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/13/2022 Page 2 of 4USDA = □ D D D D D D D D ,,..,,,. ,,..,,,. □ ■ ■ □ □ ,,..._., t-+-t ~ tllWI ,..,,. ~ • Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI ClE2 Cieneba coarse sandy loam, 15 to 30 percent slopes, eroded D 27.1 98.6% ClG2 Cieneba coarse sandy loam, 30 to 65 percent slopes, eroded D 0.4 1.4% Totals for Area of Interest 27.5 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/13/2022 Page 3 of 4USDA = Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors G-4 Sept. 2021 Zone Map"), prepared by California Department of Water Resources, dated January 2012. The CIMIS ETo Zone Map is available from www.cimis.gov, and is provided in this Appendix as Figure G.1-2. Determine the appropriate reference evapotranspiration zone for the project from the CIMIS ETo Zone Map. The monthly average reference evapotranspiration values are provided below in Table G.1-1. 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 EL CENTRO t 18 A L Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors G-6 Sept. 2021 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 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 ATTACHMENT 3a 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 ENGINEERED SOLUTIONS Modular Wetlands® Linear Operation & Maintenance Manual _i__ MODULAR WETLANDS 2 Maintenance Summary •Remove Trash from Screening Device – average maintenance interval is 6 to 12 months. ◦(5 minute average service time ). •Remove Sediment from Separation Chamber – average maintenance interval is 12 to 24 months. ◦(10 minute average service time ). •Replace Cartridge Filter Media – average maintenance interval 12 to 24 months. ◦(10-15 minute per cartridge average service time ). •Replace Drain Down Filter Media – average maintenance interval is 12 to 24 months. ◦(5 minute average service time ). •Trim Vegetation – average maintenance interval is 6 to 12 months. ◦(Service time varies). System Diagram Inflow Pipe (optional) Chamber Access to screening device, separation chamber and cartridge filter Biofil tration Chamber Discharge Chamber Access to drain down filter 3 Maintenance Procedures Screening Device 1. Remove grate or manhole cover to gain access to the screening device in the Pre- Treatment Chamber. Vault type units do not have screening device. Maintenance can be performed without entry. 2. Remove all pollutants collected by the screening device. Removal can be done manually or with the use of a vacuum truck. 3. Screening device can easily be removed from the Pre-Treatment Chamber to gain access to separation chamber and media filters below. Replace grate or manhole cover when completed. Separation Chamber 1. Perform maintenance procedures of screening device listed above before maintaining the separation chamber. 2. With a pressure washer, spray down pollutants accumulated on walls and cartridge filters. 3. Vacuum out Separation Chamber and remove all accumulated pollutants. Replace screening device, grate or manhole cover when completed. Cartridge Filters 1. Perform maintenance procedures on screening device and separation chamber before maintaining cartridge filters. 2. Enter separation chamber. 3. Unscrew the two bolts holding the lid on each cartridge filter and remove lid. 4. Remove each of 4 to 8 media cages holding the media in place. 5. Spray down the cartridge filter to remove any accumulated pollutants. 6. Vacuum out old media and accumulated pollutants. 7. Reinstall media cages and fill with new media from manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase. 8. Replace the lid and tighten down bolts. Replace screening device, grate or manhole cover when completed. Drain Down Filter 1. Remove hatch or manhole cover over discharge chamber and enter chamber. Entry into chambers may require confined space training based on state and local regulations. 2. Unlock and lift drain down filter housing and remove old media block. Replace with new media block. Lower drain down filter housing and lock into place. 3. Exit chamber and replace hatch or manhole cover. 4 Maintenance Notes 1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/ inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4. Entry into chambers may require confined space training based on state and local regulations. 5. No fertilizer shall be used in the Biofiltration Chamber. 6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may require irrigation. Maintenance Procedure Illustration Screening Device The screening device is located directly under the manhole or grate over the Pre-Treatment Chamber. It’s mounted directly underneath for easy access and cleaning. Device can be cleaned by hand or with a vacuum truck. Separation Chamber The separation chamber is located directly beneath the screening device. It can be quickly cleaned using a vacuum truck or by hand. A pressure washer is useful to assist in the cleaning process. 5 Cartridge Filters The cartridge filters are located in the Pre-Treatment chamber connected to the wall adjacent to the biofiltration chamber. The cartridges have removable tops to access the individual media filters. Once the cartridge is open media can be easily removed and replaced by hand or a vacuum truck. Drain Down Filter The drain down filter is located in the Discharge Chamber. The drain filter unlocks from the wall mount and hinges up. Remove filter block and replace with new block. Trim Vegetation Vegetation should be maintained in the same manner as surrounding vegetation and trimmed as needed. No fertilizer shall be used on the plants. Irrigation per the recommendation of the manufacturer and or landscape architect. Different types of vegetation requires different amounts of irrigation. 6 For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ Inspector Name Date / /Time AM / PM Weather Condition Additional Notes Yes Depth: Yes No Modular Wetland System Type (Curb, Grate or UG Vault):Size (22', 14' or etc.): Other Inspection Items: Storm Event in Last 72-hours? No YesType of Inspection Routine Follow Up Complaint Storm Office personnel to complete section to the left. Inspection Report Modular Wetlands Linear Is the filter insert (if applicable) at capacity and/or is there an accumulation of debris/trash on the shelf system? Does the cartridge filter media need replacement in pre-treatment chamber and/or discharge chamber? Any signs of improper functioning in the discharge chamber? Note issues in comments section. Chamber: Is the inlet/outlet pipe or drain down pipe damaged or otherwise not functioning properly? Structural Integrity: Working Condition: Is there evidence of illicit discharge or excessive oil, grease, or other automobile fluids entering and clogging the unit? Is there standing water in inappropriate areas after a dry period? Damage to pre-treatment access cover (manhole cover/grate) or cannot be opened using normal lifting pressure? Damage to discharge chamber access cover (manhole cover/grate) or cannot be opened using normal lifting pressure? Does the MWS unit show signs of structural deterioration (cracks in the wall, damage to frame)? Project Name Project Address Inspection Checklist CommentsNo Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe, bypass or cartridge filter? If yes, specify which one in the comments section. Note depth of accumulation in in pre-treatment chamber. Is there a septic or foul odor coming from inside the system? Is there an accumulation of sediment/trash/debris in the wetland media (if applicable)? Is it evident that the plants are alive and healthy (if applicable)? Please note Plant Information below. Sediment / Silt / Clay Trash / Bags / Bottles Green Waste / Leaves / Foliage Waste:Plant Information No Cleaning Needed Recommended Maintenance Additional Notes: Damage to Plants Plant Replacement Plant Trimming Schedule Maintenance as Planned Needs Immediate Maintenance ENGINEERED SOLUTIONS ---- □ □ □ □ □ □ I 7 For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ Inspector Name Date / /Time AM / PM Weather Condition Additional Notes Site Map # Comments: Inlet and Outlet Pipe Condition Drain Down Pipe Condition Discharge Chamber Condition Drain Down Media Condition Plant Condition Media Filter Condition Long: MWS Sedimentation Basin Total Debris Accumulation Condition of Media 25/50/75/100 (will be changed@ 75%) Operational Per Manufactures' Specifications (If not, why?) Lat:MWS Catch Basins GPS Coordinates of Insert Manufacturer / Description / Sizing Trash Accumulation Foliage Accumulation Sediment Accumulation Type of Inspection Routine Follow Up Complaint Storm Storm Event in Last 72-hours? No Yes Office personnel to complete section to the left. Project Address Project Name Cleaning and Maintenance Report Modular Wetlands LinearENGINEERED SOLUTIONS □ □ □ □ □ □ SUPPORT DRAWINGS AND SPECIFICATIONS ARE AVAILABLE AT WWW.CONTECHES.COM © 2022 CONTECH ENGINEERED SOLUTIONS LLC, A QUIKRETE COMPANY 800-338-1122 WWW.CONTECHES.COM ALL RIGHTS RESERVED. PRINTED IN THE USA. CONTECH ENGINEERED SOLUTIONS LLC PROVIDES SITE SOLUTIONS FOR THE CIVIL ENGINEERING INDUSTRY. CONTECH’S PORTFOLIO INCLUDES BRIDGES, DRAINAGE, SANITARY SEWER, STORMWATER AND EARTH STABILIZATION PRODUCTS. FOR INFORMATION ON OTHER CONTECH DIVISION OFFERINGS, VISIT CONTECHES.COM OR CALL 800-338-1122. Modular Wetlands Maintenance Guide 08/22 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. ENGINEERED SOLUTIONS ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit D D D D S S S E D D S S S S S S S S S S S S S S S S S S S S S W W SD SD SD SD SD S D SD SD SD S D S D SD W W W W W W W W SD SD SD W W W W W S S S S S W S S W W W W W WW W W WW W W SD SD SD SD SD SD W W W W W W WWW RW RW RW RW RW R W R W R W RW RW RW RW RW W S S S S S S S SD W VAN SD SD SD SD S D SD SD S D SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD S D SD SD S D S D SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD S SD SD SD SD S D S D SD SD SD SD SD S D S D SD SD SD SD SD SD NEW 3-LEVEL PARKING STRUCTURE NEW BUILDING NEW BUILDING WHIPT A I L L O O P GA Z E L L E C O U R T R/W C/L R/W P/ L P/ L P/L P/L P/L P/L P/L P/ L P/ L P/ L P/L P/L P/L R/ W C/ L R/ W R/W C/L R/W R/W C/ L R/W 8 9 10 11 12 14 16 18 19 20 21 22 23 2425 26 27 28 29 30 31 32 33 34 35 15 13 36 37 38 39 40 42 43 17 TRASH ENCLOSURE BIOFILTRATION BASIN 2 1,795 SF BIOFILTRATION BASIN 3 1,167 SF BIOFILTRATION BASIN 4 2,030 SF BIOFILTRATION BASIN 1 1,811 SF MODULAR WETLAND MWS-1 4' X 4' MODULAR WETLAND MWS-2 4' X 8' SD-G: CONSERVE NATURAL AREAS, SOILS & VEGETATION SD-G: CONSERVE NATURAL AREAS, SOILS & VEGETATION SD-G: CONSERVE NATURAL AREAS, SOILS & VEGETATION SD-G: CONSERVE NATURAL AREAS, SOILS & VEGETATION SD-G: CONSERVE NATURAL AREAS, SOILS & VEGETATION SD-B: DIRECT SIDEWALKS AND WALKWAYS TO PERVIOUS AREAS (IMPERVIOUS AREA DISPERSION) SD-K: SUSTAINABLE LANDSCAPING SD-K: SUSTAINABLE LANDSCAPING SD-K: SUSTAINABLE LANDSCAPING SD-K: SUSTAINABLE LANDSCAPING SD-K: SUSTAINABLE LANDSCAPING TRASH ENCLOSURE AREA TO BE CONSTRUCTED WITH, SEPARATION OF FLOWS FROM ADJACENT AREAS (SD-B), & WIND PROTECTION (SD-C) 7 2 3 4 1 5 6 41 REVIEWED BY: DATEINSPECTOR DATE RVWD BY: INITIALDATE SHEET SHEETS APPROVED: JASON S. GELDERT DWN BY: CHKD BY: PROJECT NO.DRAWING NO.DATE INITIAL ENGINEER OF WORK DATE INITIAL CITY APPROVALREVISION DESCRIPTION ENGINEERING DEPARTMENT RCE EXP. ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/24 DATE PRECISE GRADING PLANS FOR: GREGORY W. LANG, P.E. R.C.E. NO. 68075 EXP. 06-30-23 DATE ENGINEER OF WORK SDP2021-0029 IONIS PHARMACEUTICALS LOTS 21 & 22GR2022-0049 SDP2021-0029 540-7A 48 MLM OTHER APPROVAL CITY OF CARLSBAD "AS BUILT" SINGLE SHEET BMP SITE PLAN SCALE 1" = 40' GRAPHIC SCALE: 1" = 40' 0 20 40 60 19 BIOFILTRATION AREA BMP TYPEBMP ID #SYMBOL COC NO.DRAWING NO.SHEET NO.(S)MAINTENANCE FREQUENCY BMP TABLE 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. BMP NOTES: PARTY RESPONSIBLE FOR MAINTENANCE: NAME ADDRESS PHONE NO. CONTACT PLAN PREPARED BY: NAME ADDRESS PHONE NO. CERTIFICATION COMPANY BF-1 INSPECTION FREQUENCYQUANTITY TREATMENT CONTROL SOURCE CONTROL & TRASH CAPTURE HYDROMODIFICATION & TREATMENT CONTROL 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT. SF.8-9, 13-14 SEMI-ANNUALLY TRASH ENCLOSURE SC-C MODULAR WETLANDS 9, 14 STENCILS DRAINS TO NO DUMPING ** 6. SEE PROJECT SWQMP FOR ADDITIONAL INFORMATION. SIGNATURE QUARTERLY BMP CONSTRUCTION AND INSPECTION NOTES: 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. SEMI-ANNUALLYQUARTERLY GREGORY W. LANG PASCO LARET SUITER AND ASSOCIATES 119 ABERDEEN DRIVE CARDIFF, CA 92007 (858) 259 8212 IONIS PHARMACEUTICALS, INC. (760) 931-9200 OCEAN MODULAR WETLANDS 8, 13 SEMI-ANNUALLYQUARTERLY SF.6, 11 SEMI-ANNUALLYQUARTERLY SF.6, 11 SEMI-ANNUALLYQUARTERLY SF.8, 13 SEMI-ANNUALLYQUARTERLY 1,811 2,030 1,167 1,795 SINGLE SHEET BMP SITE PLAN 1 2 3 4 BIOFILTRATION AREA BIOFILTRATION AREA BIOFILTRATION AREA BF-1 BF-1 BF-1 BF-3 BF-3 SC-F 5 6 CONNECTOR PIPE SCREEN (MODEL NO. BWCPS-3618U) 7 8 40 41 43 1 1 3 1 32 2855 GAZELLE COURT CARLSBAD, CA 92010 SITE DESIGN & SOURCE CONTROL BMPS: SUSTAINABLE LANDSCAPING BL-1: EXISITNG NATURAL SITE FEATURES BL-2: OUTDOOR IMPERVIOUS AREAS IMPERVIOUS AREA DISPERSION BL-4: LANDSCAPED AREAS SD-B SD-K BL-5: WORK AND STORAGE AREAS 540-7A 540-7A 540-7A 540-7A 540-7A 540-7A 540-7A 540-7A 540-7A 8, 9, 13, 14 *CONTRACTOR TO STENCIL ALL STORM DRAIN INLETS (EXISTING AND PROPOSED) ASSOCIATED WITH PROJECT SITE WITH "NO DUMPING - DRAINS TO OCEAN" PER CITY OF CARLSBAD STANDARD STANDARD DWG. DS-1. CONSERVE NATURAL AREASSD-G OVERHEAD COVERINGSC-A BERM AND GRADE BREAKSSC-B WIND PROTECTIONSC-B BL-7: MANAGEMENT OF NON-STORMWATER DISCHARGES STORM DRAIN SIGNAGESC-F EDUCATIONAL BMP SIGNAGESC-G 8, 9, 13, 14 TRASH CAPTURE SEMI-ANNUALLYQUARTERLY ANNUALLY WAYNE SANDERS PREPARED BY: . I . 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