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HomeMy WebLinkAboutPD 2023-0013; AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION; STORM WATER QUALITY MANAGEMENT PLAN; 2023-10-26  E-35 REV 08/22 DevelopmentServices LandDevelopmentEngineering 1635FaradayAvenue 442Ͳ339Ͳ2750 www.carlsbadca.gov STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) TEMPLATE E-35 (FOR PDP PROJECTS ONLY) CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION PROJECT ID PD2023-0013 DRAWING No. DWG 543-4A [INSERT GR No. GR2023-0022] ENGINEER OF WORK: _______________________________________________________________ BRYAN T. HILL RCE 69339 DATE PREPARED FOR: Ruhnau Clarke Architects 5751 Palmer Way, Suite C Carlsbad, CA 92010 (760)-438-5899 PREPARED BY: Tory R. Walker Engineering 122 Civic Center Drive Vista, CA 92084 (760)-414-9212 DATE: October 26, 2023 10/26/23 (_ City of Carlsbad No. 69339 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: Aviara Oaks Elementary School Modernization Project ID: PD2023-0013 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. ________________________________________________________ Bryan T. Hill RCE 69339 Exp: 06/24 ________________________________________________________ Print Name ________________________________________________________ Company ____________________________ Date Bryan Hill Tory R. Walker Engineering 10/26/23 No. 69339 PROJECT VICINITY MAP Not to Scale CITY OF OC EANS IDE PR OJ ECT PACIFI C OCEAN /8 CITY OF ENCINIT AS NOT TO SCALE CITY OF VISTA OF MARCOS Page 1 of 4 REV 08/22 E-34 To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to ‘STANDARD PROJECT’ requirements, “PRIORITY DEVELOPMENT PROJECT (PDP) requirements or not considered a development project. This questionnaire will also determine if the project is subject to TRASH CAPTURE REQUIREMENTS. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: AVIARA OAKS ELEMENTARY MODERNIZATION APN: 215-050-74 ADDRESS: 6900 AMBROSIA LANE, CARLSBAD, CA 92011 The project is (check one): New Development Redevelopment The total proposed disturbed area is: 425,950 ft2 (9.8) acres The total proposed newly created and/or replaced impervious area is: 213,630ft2 ( 4.9) 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 N/A SWQMP #: N/A Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. This Box for City Use Only City Concurrence: YES NO Date: Project ID: By: Development Services  Land Development Engineering  1635 Faraday Avenue  442‐339‐2750  www.carlsbadca.gov  STORM WATER STANDARDS QUESTIONNAIRE E-34 INSTRUCTIONS: {'city of Carlsbad □ □ ■ - - □ E-34 Page 2 of 4 REV 08/22 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 or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered “yes” to the above question, provide justification below then go to Step 6, mark the box stating “my project is not a ‘development project’ and not subject to the requirements of the BMP manual” and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered “no” to the above question, the project is a ‘development project’, go to Step 2. STEP 2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; OR 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 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? If you answered “yes” to one or more of the above questions, provide discussion/justification below, then go to Step 6, mark the second box stating “my project is EXEMPT from PDP …” and complete applicant information. Discussion to justify exemption (e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered “no” to the above questions, your project is not exempt from PDP, go to Step 3. □ ■ □ ■ □ ■ □ ■ E-34 Page 3 of 4 REV 08/22 * 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. STEP 3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces 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 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 facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A 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 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 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 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 lands).* 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 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 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 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 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. □ ■ ■ □ □ ■ □ ■ ■ □ ■ □ □ ■ □ ■ □ ■ ■ □ □ ■ E-34 Page 4 of 4 REV 08/22 STEP 4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = 592,400 sq. ft. Total proposed newly created or replaced impervious area (B) = 213,630 sq. ft. Percent impervious area created or replaced (B/A)*100 = 36% % If you answered “yes”, the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, complete the trash capture question. If you answered “no,” the structural BMP’s required for PDP apply to the entire development. Go to step 5, complete the trash capture question. STEP 5 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS Complete the question below regarding your Project (SDRWQCB Order No. 2017-0077): YES NO Is the Project within any of the following Priority Land Use (PLU) categories 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), PI (Planned Industrial), CF (Community Facilities), GC (General Commercial), L (Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (Visitor Commercial), O (Office), VC/OS (Visitor Commercial/Open Space), PI/O (Planned Industrial/Office), or Public Transportation Station If you answered “yes”, the ‘PROJECT’ is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the first box stating, “My project is subject to TRASH CAPTURE REQUIREMENTS …” and the second or third box as determined in step 3. If you answered “no”, Go to step 6, check the second or third box as determined in step 3. List exemption if applicable for ‘no’ answer here: STEP 6 CHECK THE APPROPRIATE BOX(ES) AND COMPLETE APPLICANT INFORMATION My project is subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP). My project is a ‘STANDARD PROJECT’ OR EXEMPT from PDP and must only comply with ‘STANDARD PROJECT’ stormwater requirements of the BMP Manual. 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. My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) per E-35 template for submittal at time of application. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if ‘STANDARD PROJECT’ stormwater requirements apply. My project is NOT a ‘development project’ and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Applicant Title: Applicant Signature: Date: Representative 10/26/23 Bryan Hill ■ □ □ ■ □ □ ■ □ ~/4 SITE INFORMATION CHECKLIST Project Summary Information Project Name Aviara Oaks Elementary School Modernization Project ID PD2023-0013 Project Address 6900 Ambrosia Lane Carlsbad, CA 92011 Assessor's Parcel Number(s) (APN(s)) 215-050-74-00 Project Watershed (Hydrologic Unit) Carlsbad 904 Parcel Area _31.66_Acres (1,379,000_Square Feet) Existing Impervious Area (subset of Parcel Area) 13.6 Acres (592,400 Square Feet) Area to be disturbed by the project (Project Area) 9.8 Acres (425,950 Square Feet) Project Proposed Impervious Area (subset of Project Area) 4.9 Acres (213,630 Square Feet) Project Proposed Pervious Area (subset of Project Area) 4.9 Acres (212,320 Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This area includes but is not limited to off-site work including public improvements and temporary disturbance such as vehicle and equipment staging areas, construction worker foot traffic, soil/gravel piles, utility trenches, backfill cuts and slope keyways. 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 is currently developed as an elementary school with buildings, playgrounds, walkway areas, parking lots, and some landscaped areas. Existing Land Cover Includes (select all that apply):  Vegetative Cover  Non-Vegetated Pervious Areas  Impervious Areas Description / Additional Information: The existing impervious areas consist of parking lots, sidewalks, buildings, and walkway areas. Existing pervious areas consist of playgrounds, landscaped planters, and vegetated slopes. Underlying Soil belongs to Hydrologic Soil Group (select all that apply):  NRCS Type A  NRCS Type B  NRCS Type C  NRCS Type D Per the Geotechnical Investigation for Aviara Oaks Elementary School Modernization, by Nova Service, the project site is dominated by dense silty and clayey sand, with very low infiltration rates. Based on this assessment, Type C soils are assumed to be an average representation of the site’s soil characteristics, see documentation in Attachment 1. 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 The Geotechnical Investigation for Aviara Oaks Elementary School Modernization, by Nova Services indicates that groundwater was encountered at approximately 46-51 feet below. Existing Natural Hydrologic Features (select all that apply): Watercourses Seeps Springs Wetlands  None Description / Additional Information: There are no existing natural hydrologic features, this site is developed. Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from the site? At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: The existing site is an elementary school located immediately adjacent to the south of Aviara Oaks Middle School. The schools are fronted by Ambrosia Lane on the west and southwest, and Aviara Parkway on the southeast. Immediately to the north and east is undeveloped open space. The existing drainage conveyance is urban, and the site generally drains from the north to south. The middle school comprises the northern, upstream half of the property, and the elementary school is on the southern half. The middle school has a private storm drain system that collects runoff and discharges to a 60” public storm drain that runs north to south on the east side of the project. No significant run-on drains to the elementary school. Storm water runoff from the elementary school is collected in multiple existing private storm drain catch basins located throughout the site, and the majority of site runoff is tributary to two 24” private storm drain systems. Runoff collected in the private systems is conveyed to the east and south for discharge to the existing 60” public storm drain. The two locations where the private system discharges to the public system are identified in the project Drainage Study as Point of Compliance (POC) 1 and 2. The public storm drain passes through the project, runs west along the north side of Aviara Parkway, and then continues south, crossing Aviara Parkway at the intersection with Ambrosia Lane. The storm drain ultimately discharges to Batiquitos Lagoon, approximately 0.7 miles to the south. Two portions of the project drain overland to Ambrosia Lane. The drive lane providing access from Ambrosia Lane discharges to the street; this discharge location is identified as POC 3. A portion of the playground also discharges overland to the street; this discharge location is identified as POC 4. Storm water runoff that discharges to Ambrosia Lane from POC 3 and POC 4 is collected in a curb inlet located north of the intersection with Aviara Parkway. This curb inlet discharges to the 60” public storm drain system downstream of POC 1 and 2. See the Drainage Report for Aviara Oaks Elementary School Modernization, dated October 2023, for additional detail. Pre-project Condition Runoff Table Location Area (ac) Runoff Coeff. C Tc (min) Intensity I (in/hr) Q100 (cfs) POC 1 6.36 0.56 8.7 4.68 16.8 POC 2 3.75 0.53 11.3 3.95 7.9 POC 3 1.22 0.60 7.0 5.44 4.0 POC 4 0.45 0.62 5.0 6.69 1.9 Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: The project proposes to modernize and renovate the existing elementary school. Upgrades consist of hardscape improvements, parking lot renovation, a new building, and playgrounds. The project proposes 2 biofiltration basins and 1 proprietary biofiltration system, for water quality and hydromodification mitigation. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Current proposed impervious features for this project include a new building, new parking lots, new hardscape. List/describe proposed pervious features of the project (e.g., landscape areas): The proposed pervious features of this project include landscaped areas, and playgrounds. Does the project include grading and changes to site topography?  Yes No Description / Additional Information: The project proposes fine grading around the buildings for redesign of the hardscape, parking lots, and playgrounds. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)?  Yes No Description / Additional Information: The project proposes new private storm drain systems to collect runoff from the proposed improvements. The private storm drain systems will convey runoff to one of two biofiltration basins designed to provide water quality, hydromodification, and peak flow mitigation. A small portion of the drive lane providing access from Ambrosia Lane, DMA-3, is unable to be routed to either biofiltration basin and is, instead, routed to a proprietary biofiltration system for water quality mitigation. The biofiltration systems are proposed on the south side of the project, adjacent to Ambrosia Lane and Aviara Parkway. The proposed storm drain system honors pre-project drainage patterns and outfall locations. The biofiltration basins discharge, via storm drain, to the 60” public storm drain that passes through the project; same as the existing condition. Proprietary biofiltration is used for DMA-3 due to the steep slopes in the area which limit the ability to grade an above ground basin. The proprietary biofiltration system addresses water quality mitigation requirements for DMA-3. Hydromodification mitigation is not provided directly within DMA-3; additional flow control is provided by the two biofiltration basins to satisfy project requirements. A portion of the Ambrosia Lane driveway is unable to be collected and routed to any of the proposed BMPs due to the steep slopes and existing grades in the area. As an alternative, the project will provide on-site alternative mitigation by treating an equivalent area of existing impervious surface as new. There are areas of existing impervious surface throughout the project area that are not being replaced. Although isolating these areas for bypass of the BMPs is possible, it is not practical or cost effective. As such, these areas will be collected and routed to the biofiltration basins, which will be sized to provide water quality mitigation. Additionally, these areas will be calculated as new impervious surface to provide hydromodification mitigation. Treatment of these areas is provided as an on-site alternative mitigation for the area that is unable to be collected within the BMPs. See the DMA exhibit for the location of those areas, and see water quality calculations, including equivalency calculations, in Attachment 1 of this report. See the Drainage Report for Aviara Oaks Elementary School Modernization, dated October 2023, for additional detail. That study identifies the outfall of BMP-1 and BMP-2 as POC-1 and POC-2, respectively, discharge from the drive lane as POC-3, and a small landscape area that discharges offsite to Ambrosia Lane as POC-4. Post-Project Condition Runoff Table Location Area (ac) Runoff Coeff. C Tc (min) Intensity I (in/hr) Q100, without detention (cfs) Q100, with detention (cfs) POC 1 8.61 0.62 7.6 5.09 27.2 13.6 POC 2 2.99 0.54 7.6 5.10 8.2 4.6 POC 3 0.36 0.77 5 6.69 1.87 N/A POC 4 0.03 0.30 5 6.69 0.06 N/A 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 ***NOTE: Unchecked items are not proposed and, therefore, are not applicable to the project. 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 discharges to a public storm drain that flows north to south, and discharges to Batiquitos Lagoon. Batiquitos Lagoon outlets to the Pacific Ocean. Pacific Ocean, La Jolla to San Onofre (not listed on 303d) 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 Batiquitos Lagoon Toxicity N/A Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see Table B.6-1 below): Pollutant Not Applicable to the Project Site Anticipated from the Project Site Also a Receiving Water Pollutant of Concern Sediment X Nutrients X Heavy Metals X X Organic Compounds X X Trash & Debris X Oxygen Demanding Substances X Oil & Grease X Bacteria & Viruses X Pesticides X X TABLEͲ1. Anticipated and Potential Pollutants Generated by Land Use Type General Pollutant Categories Priority Project 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 XX 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 XXXXXX  Automotive Repair Shops X X(4)(5)X X Restaurants   XXXXP(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: The proposed project is not within a Priority Land Use requiring trash capture. Hydromodification Management Requirements Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)?  Yes, hydromodification management flow control structural BMPs required. No, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. No, the project will discharge runoff directly to conveyance channels whose bed and bank are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides. Description / Additional Information (to be provided if a 'No' answer has been selected above):      Critical Coarse Sediment Yield Areas* *This Section only required if hydromodification management requirements apply Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? Yes  No, no critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Appendix H of the manual been performed? H.6.1 Site-Specific GLU Analysis H.7 Downstream Systems Sensitivity to Coarse Sediment H.7.3 Coarse Sediment Source Area Verification No optional analyses performed, the project will avoid critical coarse sediment yield areas identified based on WMAA maps If optional analyses were performed, what is the final result? No critical coarse sediment yield areas to be protected based on verification of GLUs onsite. Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections H.2, H.3, and H.4 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion / Additional Information: Flow Control for Post-Project Runoff* *This Section only required if hydromodification management requirements apply List and describe point(s) of compliance (POCs) for flow control for hydromodification management (see Section 6.3.1). For each POC, provide a POC identification name or number correlating to the project's HMP Exhibit and a receiving channel identification name or number correlating to the project's HMP Exhibit. The project has one hydromodification POC (POC-1): The entire project area is tributary to a 60” public storm drain that passes north-south through the east side of the project. Project runoff enters the public system at three locations: POC-1 is at the downstream-most location. Once offsite, the public system continues west, along the north side of Aviara Parkway, and crosses the street to the south at the intersection with Ambrosia Lane. From there, the system generally continues south and discharges at a headwall in the vegetated fringe on the north side of Batiquitos Lagoon, approximately 0.6 miles south of the project. The proposed project impervious area was calculated and compared to the total site impervious areas. Since the proposed area is less than 50% of the existing impervious area, the project will only need to provide hydromodification mitigation for the proposed development and not the entire site. The two proposed biofiltration basins are sized to provide water quality, hydromodification, and 100 year peak flow mitigation. One portion of the proposed improvements, DMA-3, is not able to be collected and routed to either biofiltration basin. This DMA will be routed to a proprietary biofiltration system (Modular Wetland System) for water quality mitigation. Hydromodification mitigation is not provided directly within DMA-3; additional flow control is provided by the two biofiltration basins to satisfy project requirements. A portion of the Ambrosia Lane driveway is unable to be collected and routed to any of the proposed BMPs due to the steep slopes and existing grades in the area. As an alternative, the project will provide on-site alternative mitigation by treating an equivalent area of existing impervious surface as new. There are areas of existing impervious surface throughout the project area that are not being replaced. Although isolating these areas for bypass of the BMPs is possible, it is not practical or cost effective. As such, these areas will be collected and routed to the biofiltration basins, which will be sized to provide water quality mitigation. Additionally, these areas will be calculated as new impervious surface to provide hydromodification mitigation. Treatment of these areas is provided as an on-site alternative mitigation for the area that is unable to be collected within the BMPs. See the HMP exhibit in Attachment 2 for the location of those areas. 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: 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. Design is constrained by the existing development to remain. This is a renovation project and most of the existing buildings are to remain in place. 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. [Form E-36 GETS INSERTED HERE] E-36 Page 1 of 3 Revised 02/22 DevelopmentServices LandDevelopmentEngineering 1635FaradayAvenue 442Ͳ339Ͳ2750 www.carlsbadca.gov STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Project Name: Aviara Oaks Elementary School Modernization Project ID: PD2023-0013 DWG No. or Building Permit No.: DWG 543-4A Baseline BMPs for Existing and Proposed Site Features Complete the Table 1 - Site Design Requirement to document existing and proposed site features and the BMPs to be implemented for them. All BMPs must be implemented where applicable and feasible. Applicability is generally assumed if a feature exists or is proposed. BMPs must be implemented for site design features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 1 - Site Design Requirement A. Existing Natural Site Features (see Fact Sheet BL-1) 1. Check the boxes below for each existing feature on the site. 1. Select the BMPs to be implemented for each identified feature. Explain why any BMP not selected is infeasible in the area below. SD-G Conserve natural features SD-H Provide buffers around waterbodies Natural waterbodies Natural storage reservoirs & drainage corridors -- Natural areas, soils, & vegetation (incl. trees) -- B. BMPs for Common Impervious Outdoor Site Features (see Fact Sheet BL-2) 1. Check the boxes below for each proposed feature. 2. Select the BMPs to be implemented for each proposed feature. If neither BMP SD-B nor SD-I is selected for a feature, explain why both BMPs are infeasible in the area below. SD-B Direct runoff to pervious areas SD-I Construct surfaces from permeable materials Minimize size of impervious areas Streets and roads Check this box to confirm that all impervious areas on the site will be minimized where feasible. If this box is not checked, identify the surfaces that cannot be minimized in area below, and explain why it is Sidewalks & walkways Parking areas & lots Driveways Patios, decks, & courtyards Hardcourt recreation areas □ □ □ □ 181 181 181 181 181 {'city of Carlsbad □ 181 □ □ 181 181 □ □ □ □ □ 181 □ □ □ □ □ E-36 Page 2 of 3 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. Roof Drain downspouts discharge to the surface and the runoff drains to the pervious areas prior entering the storm drain system. (See roof plans provided for reference) (see Fact Sheet BL-3) SD-B Direct runoff to pervious areas SD-C Install green roofs **Green roofs are not proposed due to the additional maintenance and significant cost, including irrigation systems to ensure survival. Also, the renovated buildings were not designed for the additional weight of a green roof system. SD-E Install rain barrels **Capture & use is not proposed since most landscaping is playground; there are potential health concerns with applying storm water to areas used by children. 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): Existing Natural Site Features: not applicable, no existing natural site features exist on site. Landscaped areas will include native drought tolerant species. BMPs for Common Impervious Outdoor Site Features: Impervious areas drain to landscaping where possible. The driveway and parking areas are restricted by the site plan: they are in the same location as existing, with direct connection to an existing road. These areas are routed to biofiltration but, due to site restrictions, are unable to drain to landscape areas prior to entering a storm drain system. Minimized Impervious Area: Minimum parking required: 86, actual parking provided: 90. Minimum drive lane width required: 13 feet; Provided: 14 feet. Minimum Passenger Drop-off Area depth: 5 feet; Provided 5 feet. Minimum sidewalk width: 4 feet; Provided: 5 feet. **NOTE: Impervious areas are minimized as shown, and with a small factor of safety, to ensure compliance when taking into account a reasonable range of construction tolerance variance, and potential minor site adjustments through construction. 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. □ □ □ ~ ~ □ □ ~ ~ E-36 Page 3 of 3 Revised 02/22 Table 2 - Source Control Requirement A. Management of Storm Water Discharges 1. Identify all proposed outdoor work areas below Check here if none are proposed 2. Which BMPs will be used to prevent materials from contacting rainfall or runoff? (See Fact Sheet BL-5) Select all feasible BMPs for each work area 3. Where will runoff from the work area be routed? (See Fact Sheet BL-6) Select one or more option for each work area SC-A Overhead covering SC-B Separation flows from adjacent areas SC-C Wind protection SC-D Sanitary sewer SC-E Containment system Other Trash & Refuse Storage Materials & Equipment Storage Loading & Unloading Fueling Maintenance & Repair Vehicle & Equipment Cleaning Other: _________________ B. Management of Storm Water Discharges (see Fact Sheet BL-7) Select one option for each feature below: x Storm drain inlets and catch basins … are not proposed will be labeled with stenciling or signage to discourage dumping (SC-F) x Interior work surfaces, floor drains & sumps … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters x Drain lines (e.g. air conditioning, boiler, etc.) … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters x 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): Trash & refuse storage areas, materials & equipment storage areas, loading & unloading, fueling, maintenance & repair, and vehicle & equipment cleaning are not proposed with the project. 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. 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I I I I I I I I I I I I I I I I I I I I vi IOI I I I I I I I I I I I I I I -I ~I _J I I-I I I I' I I I I I I I I I II I I I II I I I I I I I I I II I I I I' II I I I II I I I I I I I I I I' I I I 11 I I I I I II I I I II I I I I I I I I I I II I I I I' II I I I II I I I I I I I I I I' I I I II :1 I I I I I I Ii I ii 0-------0 0 () 0-------0 I I I I I I I I I I I = L_J 0 6 6 6 6 6 6 0 606 6 0 0 6 0 6 n n -7 □ □ = ::J □ □ = :::J □ □ = ::J 8 [Ilil]] 0 RUHNAU CLARKE ARCHITECTS 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. Step 1. Determine DCV: prior to calculating the DCV, proposed project impervious area was calculated and compared to the total site impervious area. Since the proposed area is less than 50% of the existing impervious area, the project will only need to mitigate the proposed development and not the entire site. Project tributary areas were then delineated and used to calculate the DCV. For DCVs that include existing impervious surfaces, proposed BMPs will be sized to provide water quality mitigation for those areas. Step 2. Determine Retention Requirements: Capture and use is determined to be infeasible as most of the project landscaping is playground/ field or other areas used by children. Potentially polluted storm water should not be applied to landscape areas in direct contact with children; as such, harvest and use is not a viable option for implementation at the project. Per the Geotechnical Investigation for Aviara Oaks Elementary School Modernization, dated January 6, 2023, the proposed biofiltration basins should be designed for a “no infiltration” condition. Project retention requirements are calculated accordingly. Step 3. Determine BMP Performance: The project proposes biofiltration basins to address project retention requirements and provide water quality, hydromodification, and peak flow mitigation. DMA-1 and DMA-2 will be routed to biofiltration basins; DMA-3 will be routed to a proprietary biofiltration system. Proprietary biofiltration is used for DMA-3 due to the steep slopes in the area which limit the ability to grade an above ground basin or a tree well for retention. Another consideration in BMP performance requirements is trash capture: it was determined that the proposed project is not a land use requiring trash capture BMPs. One portion of the proposed improvements, the driveway on Ambrosia Lane, is not able to be collected and routed to a BMP. This is due to steep slopes and the driveway being at a lower elevation than the BMPs. As an alternative the project will provide on-site alternative mitigation by treating an equivalent area of existing impervious surface as new. Hydromodification mitigation calculations were completed using SWMM continuous simulation modeling. DMA-1 and DMA-2 are routed through the biofiltration basins for hydromodification mitigation and DMA- 3, which uses a high flow rate proprietary biofiltration basin, is directly routed to the POC without any flow control measures. The two proposed biofiltration basins are designed to accommodate the additional flow control and detention needed to address project impacts in DMA-3. See the DMA exhibit for the location of those areas, and see water quality calculations, including equivalency calculations, in Attachment 1 of this report. Hydromodification calculations are included in Attachment 2. Step 4. A storm water O&M Plan will be developed to address mitigation requirements into perpetuity. [Continue on next page as necessary.] Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-1 DWG:__543-4A_____ Sheet No. 16_and 21______ 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 area tributary to BMP-1 is comprised of: 158,190 sf (3.63 acres) of new impervious areas (driveways, parking lots, and hardscape), 28,850 sf ( 0.66 ac) of existing impervious area, and 126,940 sf (2.91 ac) of proposed pervious area drains to the proposed Biofiltration Basin (BF-1). The minimum required basin bottom area is 6,245 sf. The proposed provided bottom area is 6,300 sf. The basin provides treatment of existing impervious area as onsite alternative compliance for some driveway area that drains directly to Ambrosia Lane. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-2 DWG __543-4A_______ Sheet No. _13, 17, and 21__________________ 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 area tributary to BMP-2 is comprised of: 52,290 sf (1.20 acres) of new impervious areas (driveways, parking lots, and hardscape), and 75,050 sf (1.72 ac) of proposed pervious area that drains to the proposed Bio-filtration Basin (BF-1). The required basin bottom area is 2,111 sf. The proposed provided bottom area is 3,000 sf. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-3 DWG ___543-4A______ Sheet No. __15_______ 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 area tributary to BMP-3 is comprised of: 3,150 sf (0.07 acres) of new impervious areas (driveway and hardscape), and 1,030 sf of proposed pervious area that drains to the proposed proprietary biofiltration system. Due to the steep slope in the area and inability to grade an above ground basin or tree well for retention, proprietary biofiltration was selected for treatment of the tributary area. The type of system selected for BMP-3 is an open-top, vegetated Modular Wetland System. The minimum retention requirement for the tributary area is provided by the proposed biofiltration basins BMP 1 and BMP 2. See water quality and retention calculations in Attachment 1. Hydromodification mitigation calculations were completed using SWMM continuous simulation modeling. Since proprietary biofiltration does not address hydromodification mitigation requirements, the proposed biofiltration basins provide additional flow control to address project mitigation requirements, see Attachment 2 for details. 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 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 PH PH 10' 10' 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 SD SD SD SD SD SD SD SD SD SD SD SD SD SDSDSDSD SD SD SD SD SD SD SD S D SD SD SD SD SD SD SD W W W W W W W W W W W SD SD G S D SDSDSD SD SD SD SD SD SD SD SD SD SD S D S D S D SD SD SD SD SD SD SD SD SD SD S D S D 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 SD SD SD SD SD SD SD SD SD SD SD SD CO M M CO M M COMM COMM COMM COMM COMM COMM COMM COMM COMM COMM E E E E E E E E E E E E E E E E E IRR IR R IR R IR R IRR IRR IRR IRR IRR IRR IRR IRR IRR IR R IR R IR R IR R IRR IRR IRR IRR IRR IRR IR R IR R IRR IRR IRR IR R IR R IR R IRRIRRIRR IRR IR R IRR IRR IR R IR R IR R IR R I R R IRR IRR IR R IR R IRR IR R IR R IR R IR R IR R IR R IR R IR R G G E COMM COMM COMM G E E CO M M CO M M E E E CO M M CO M M E E E E EEE EE E E E E E COMM COMM C O M M COMM COMM E E E E E E E ECOMM CO M M C O M M E E CO M M CO M M E G G G G G G E E E E E E ECOMM COMM E E E E E E E E E E E E E E E E E E IR R IR R IR R IR R I R R IRR EEE G G G G G G G G G G G E EE IRR IR R IR R IRR IR R IRRIRR CO M M CO M M COMM CO M M CO M M E E E E E E E E E E G G G G C O M M C O M M C O M M COMM E E E E E E CO M M G G G G G G G E G G G G G CO M M E G G G G E E E G G G SD (151) (150) (149) (148) (147) (146) (145) (140) (151) (150) (145) (153) (154) (155) (160) (160) (155) (154) (150) (155) (1 5 5 ) (15 4 ) (15 3 ) (1 5 2 ) (1 5 1 ) (1 5 0 ) (15 5 ) (156)(157) (158) (15 4 ) (155) (153) (154) (155) (160) (156) (150)(150) SD S D S D 167 164 164 165 166 162 162 161 160 16 0 15 9 163 145 146 145 147 148 149 150 151 152 153 154 155 156 161 160 16 1 162 159 158 161 161 160 142 143 14 4 162 162 163 163 16 3 16 4 163 163 164 165 164 165 15 8 160 16 0 146 147 145 149 150 151 149 148 150 152 153 154 155 156 158 159 158 160 159 161 160 160 165 162 159 159 159 159 159 156 155 154 153 152 151 150 149 148 147 158 15 8 158 15 8 15 8 157 155154 151 152 153 154 150 148 157 153 154 155 155 156 15 0 145 14 8 147 147 147 147 148 146 146 145 146 146 146 155 153 154 152 160 161 162 157 158 157 158 156 154155 15 6 155 154 153 153 151 151 153 152 151 153 152 152 152 151 158 15 8 158 159 157 156 156 15 7 155 158 157 157 156 156 15 6 155 155 155 1 5 5 155 15 4 153 15 1 15 3 153 152 157 157156 158 141 151 152 153 154 155 151 153 152 150 151 153 15 2 154 154 149 150 14 9 145 14 9 156 154 155 151 153 150 151 154 153153 15 2 15 1 152 15 2 162 163 164 16 1 160 160 161 15 4 158 157 156 157 15 6 155 154 153 153 153 153 153 155 154 153 153 153 154155 150 15 3 158 157 156 155 15515615 7 155 156 155 153 162 161 160 158 159 160 157 157 15 7 157 152 151 150 152 151 150 151 150 152 152 153 152 151 150 151 152 152 152 144 145 147 148 143 149 146 145 144 143 149 145 146 146 144143 142 142 141 142 141 146 147 148 1 5 2 145144143142 141 141 14 9 15 0 150 15 0 15 1 15 1 151 145 AVIAR A P A R K W A Y A M B R O S I A L A N E PROPERTY LINE PROPERTY LINE BIOFILTRATION BMP-2, 3,000 SF BIOFILTRATION BMP-1, 6,300 SF PROPRIETARY BIOFILTRATION BMP-3, MWS-4-4-V NON DISTURBED AREA NON DISTURBED AREA (E) BUILDING 300 CLASSROOM (E) BUILDING 700 CLASSROOM (E) BLDG 400 CLASSROOM (E) BUILDING 500 CLASSROOM (E) BUILDING 600 CLASSROOM NEW BUILDING 800 CLASSROOM DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS NON DISTURBED AREA DMA EXHIBIT SD SD DS ..--1 \ ,----·--- / ,./ -- SOURCE CONTROL AND SITE DESIGN BMP NOTES 1. 2. 3. 4. PROJECT WILL IMPLEMENT SOURCE CONTROL BMPS TO PREVENT ILLICIT DISCHARGES INTO THE MS4. SIGNAGE WILL BE PROVIDED FOR ALL STORM DRAIN SYSTEM INLETS WITHIN THE PROJECT AREA TO PREVENT WASTE DUMPING. PROJECT WILL UTILIZE NATIVE AND DROUGHT TOLERANT PLANTS TO MINIMIZE THE USE OF FERTILIZERS AND PESTICIDES THAT CAN CONTRIBUTE TO STORM WATER POLLUTION. THE IRRIGATION SYSTEM WILL BE DESIGNED TO MINIMIZE WATER USE AND RUNOFF. SEE LANDSCAPE PLAN FOR PLANT SELECTION AND DETAILS. THE PROJECT MINIMIZES IMPERVIOUS AREAS BY CONSTRUCTING DRIVEWAYS AND SIDEWALKS TO MINIMUM REQUIRED WIDTHS. THE PROJECT MINIMIZES SOILS COMPACTION BY RIPPING AND LOOSENING THE TOP SOIL IN ALL LANDSCAPED AREAS. SOIL AMENDMENTS WILL BE ADDED PER THE LANDSCAPE PLAN. NOTES: 1. SITE IS UNDERLAIN BY HYDROLOGIC SOIL GROUP TYPE C 2. GROUNDWATER WAS NOT FOUND DURING GEOTECHNICAL EXPLORATION, DEPTH > 20 FT. GROUNDWATER NOT CONSIDERED TO BE A FACTOR IN SITE DEVELOPMENT. 3. NO CRITICAL COARSE SEDIMENT YIELD AREAS EXIST WITHIN THE PROPOSED DEVELOPMENT AREA, SEE ATTACHMENT 2b r:i DMA ID 1 2 3 AREA DMA SURFACE TYPE {SF) PERCENT DMA PROPOSED {SF) IMPERVIOUS TYPE BMP TYPE 158,190 PROPOSED IMPERv10US AREA DRAINS BIOFIL TRATION 320,280 (DR1v1EWAY, PARKING LOT, AND HARDSCAPE) 58% TO BMP (WQ AND HMP) 28,850 EXISTING 1MPERv10US AREA 126,940 PROPOSED PER\11 OUS AREA 130,340 52,290 PROPOSED IMPERv10US AREA DRAINS BIOFIL TRATION (DR1v1EWAY, PARKING LOT, HARDSCAPE) 40% TO BMP (WQ AND HMP) 75,050 PROPOSED PERv10US AREA 4,180 3, 150 PROPOSED IMPER\11 OUS AREA 75% DRAINS PROP. BIOFIL T. 1,030 PROPOSED PERv10US AREA TO BMP (WQ ONLY) / / / STRUCTURAL STRUCTURAL BMP ID BMP SIZE BMP-1 6,300 SF BMP-2 3,000 SF MWS-4-4-C BMP-3 Qwq 0.022CF: / 20 / / t ~ 0 20 40 60 SCALE: , .. = 40' TORY R. WALKER ENGINEERING 122 Civic Ce nter Drive, Suite 206 Vista, CA 92084 ---- AVIARA PROPOSED CONTOUR EXISTING STORM DRAIN PROPOSED STORM DRAIN ROOF DRAIN DOWNSPOUT ..__,50 -- '--150- BIOFIL TRA TION (FACILITIES WILL CONTAIN PLANTS TOLERANT OF SATURATED SOIL CONDITIONS) PROPOSED PAVING/BUILDING (IMPERVIOUS AREA) LANDSCAPE (PERVIOUS) EXISTING IMPERVIOUS AREA, TREATED AS ON-SITE ALT COMPLIANCE (28,850 SF) PROPOSED IMPERVIOUS, NOT TRIBUTARY TO A BMP, TREATMENT PROVIDED BY ON-SITE ALT COMPLIANCE (14,200 SF) OMA BOUNDARY FLOW DIRECTION STORM DRAIN SIGNAGE --- 1: ·: • :-: ·:-:-:-:·:·:I C -- □ OCTOBER 1, 2023 FOR OAKS ELEMENTARY SCHOOL RUHNAUCLARKE.COM 3775 TENTH STREET, RIVERSIDE CALIFORNIA 92501 (951) 684 4664 / 5751 PALMER WAY, SUITE C, CARLSBAD CALIFORNIA 92010 (760) 438 5899 REVISION DESCRIPTION CITY APPROVAL INITIALDATE ENGINEER OF WORK INITIALDATE ENGINEERING DEPARTMENT DRAWING NO.PROJECT NO.RVWD BY: APPROVED: SHEETSSHEET DATE INITIAL OTHER APPROVAL CHKD BY: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXP.9/30/24 DATE IMPROVEMENT PLANS FOR: GR AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION 2023-0022 PD2023-0013 543-4A 4653 CARMEL MOUNTAIN RD, SUITE 308, SAN DIEGO, CA 92130 VARIES 10" MIN. EX I S T I N G 2: 1 S L O P E 24" 8" 4" 12" NO INFILTRATION STONE STORAGE LAYER THICKNESS = 12" ENGINEERED SOIL MEDIUM THICKNESS = 18" PONDING DEPTH = 9" FILTER COURSE LAYER = 3" WASHED SAND OVER 3" ASTM No. 8 CHOKING STONE 6" PERFORATED UNDERDRAIN 40 MIL PLASTIC IMPERMEABLE LINER 10" 3" AGGREGATE BELOW UNDERDRAIN OUTLET PIPE SIZE AND IE PER PLAN 6" 12" MIN. FREEBOARD 3%-4% NEW 6" CONCRETE CURB EARTHEN DRAINAGE SWALE 6' 2" MIN. 15" NEW 6" CONCRETE CURB & GUTTER 3:1 MAX BASIN SIDE SLOPES 1:1 M A X *MODIFIED OPENING RECTANGULAR 36" X9" 18" ENGINEERED BIOFILTRATION SOIL MEDIA WITH AN INITIAL INFILTRATION RATE OF 8-12"/HR. SOIL MIX TO CONSIST OF APPROXIMATELY 60% TO 80% BY VOLUME SAND, UP TO 20% BY VOLUME TOPSOIL, AND UP TO 20% BY VOLUME COMPOST. SEE APPENDIX F.2 "BIOFILTRATION SOIL MEDIA COMPOSITION, TESTING, AND INSTALLATION" IN THE CITY OF CARLSBAD BMP DESIGN MANUAL DATED JANUARY 2023. PLACE IN 6"-12" MAX. LIFTS, LIGHTLY WATER SOIL TO COMPACT. ALLOW TIME FOR SETTLEMENT PRIOR TO PLANTING. END CAP W / LOW FLOW ORIFICE DIA = 1" OVERFLOW CATCH BASIN MODIFIED TYPE F (OPENING TO BE RECTANGULAR: 36"X9" ONE SIDE ONLY) 6" HMP WSE = 150.54 1.29' 12" MIN. CLASS 2 PERMEABLE ROCK PER CALTRANS SPEC 68-2.02F(3) NOTES: 1. CONCRETE SHALL BE 520-C-2500. 2.PLACE EXPANSION JOINTS AT CURB RETURNS ADJACENT TO STRUCTURES AND AT NO GREATER THAN 45' INTERVALS. 3.PLACE WEAKENED PLANE JOINTS AT 15' INTERVALS FROM POINT OF CURB RETURN. ADJACENT ASPHALT OR CONCRETE WHERE IT OCCURS 6" 15 " FLUSH (0" CURB) FLUSH (0" CURB) *MODIFIED* CONCRETE SHALL BE 520-C-2500. 40 MIL PLASTIC IMPERMEABLE LINER 40 MIL PLASTIC IMPERMEABLE LINER 1: 1 M A X 3" MULCH 2-2" DIA. OPENING F.G.PER PLAN 2: 1 S L O P E FOOTING PER STRUCTURAL 6'TYPE A CURB INLET2.25'6" PVC STORM DRAIN WALL PER STRUCTURAL 3.25' MAX. WALL FOUNDATION DRAIN CONNECTS TO STORM DRAIN 6" PVC STORM DRAIN CONNECTION TO BACK OF CURB INLET 6" MIN. NO INFILTRATION STONE STORAGE LAYER THICKNESS = 12" ENGINEERED SOIL MEDIUM THICKNESS = 18" PONDING DEPTH = 9" FILTER COURSE LAYER = 3" WASHED SAND OVER 3" ASTM No. 8 CHOKING STONE 6" PERFORATED UNDERDRAIN 40 MIL PLASTIC IMPERMEABLE LINER 15" 3" AGGREGATE BELOW UNDERDRAIN OUTLET PIPE SIZE AND IE PER PLAN 6" 12" MIN. FREEBOARD 1:1 M A X 18" ENGINEERED BIOFILTRATION SOIL MEDIA WITH AN INITIAL INFILTRATION RATE OF 8-12"/HR. SOIL MIX TO CONSIST OF APPROXIMATELY 60% TO 80% BY VOLUME SAND, UP TO 20% BY VOLUME TOPSOIL, AND UP TO 20% BY VOLUME COMPOST. SEE APPENDIX F.2 "BIOFILTRATION SOIL MEDIA COMPOSITION, TESTING, AND INSTALLATION" IN THE CITY OF CARLSBAD BMP DESIGN MANUAL DATED JANUARY 2023. PLACE IN 6"-12" MAX. LIFTS, LIGHTLY WATER SOIL TO COMPACT. ALLOW TIME FOR SETTLEMENT PRIOR TO PLANTING. END CAP W / LOW FLOW ORIFICE DIA = 2.5" OVERFLOW CATCH BASIN MODIFIED TYPE F (OPENING TO BE RECTANGULAR: 36"X9" (ONE SIDE ONLY) 9" HMP WSE = 143.10 2.1' 12" MIN. CLASS 2 PERMEABLE ROCK PER CALTRANS SPEC 68-2.02F(3) 40 MIL PLASTIC IMPERMEABLE LINER 40 MIL PLASTIC IMPERMEABLE LINER 1: 1 M A X 3" MULCH 1.5" DIA OPENING F.G.= 141.00 3:1 TYPE B CURB INLET: 10' OPENING (EMERGENCY OVERFLOW) 144.00 WEIR BOTTOM 2:1 3:1 2:1 3:1 MAX BASIN SIDE SLOPES 100YR WSE = 143.65 100 YR WSE = 150.65 SYMBOL BOTANICAL NAME COMMON NAME QUANTITY / SIZE REMARKS WUCOLS PLANT MATERIAL SCHEDULE PLATANUS RACEMOSA SINGLE TRUNKCALIFORNIA SYCAMORE 35 / 24" BOX S TREES MED CERCIS CANADENSIS DOUBLE STAKEFOREST PANSY 60 / 24" BOX'FOREST PANSY'MEDREDBUD DOUBLE STAKE QUERCUS VIRGINIA SOUTHERN LIVE OAK 10 / 24" BOX MODSINGLE TRUNKDOUBLE STAKE LAGERSTROEMIA INDICA x DOUBLE STAKENATCHEZ CRAPE MYRTLE 79 / 24" BOX MEDSINGLE TRUNKFAURIEI 'NATCHEZ' SINGLE TRUNK E EXISTING TREE EXISTING TREE AS SHOWN PROTECT INPLACE QUERCUS LOBATA (DEC)VALLEY OAK 3 / 24" BOX MODDOUBLE STAKESTANDARD TRUNK QUERCUS AGRIFOLIA (EVE)COAST LIVE OAK 10 / 24" BOX VERY LOW QUERCUS ENGELMANNII (EVE)ENGELMAN OAKQ 8 / 24" BOX VERY LOW STANDARD TRUNK DOUBLE STAKE STANDARD TRUNK DOUBLE STAKE QUERCUS SUBER CORK OAK 9 / 24" BOX LOWSTANDARD TRUNKDOUBLE STAKE QUERCUS PALUSTRIS PIN OAK 8 / 24" BOX MODSTANDARD TRUNKDOUBLE STAKE A L S QUERCUS RUBRA RED OAK 17 / 24" BOX MEDSTANDARD TRUNKDOUBLE STAKER SHRUBS PER PLAN TURF & GROUNDCOVER LOW 342 / 5 GAL LOWMUHLENBERGIA LINDHEIMERI AUTUMN GLOW MUHLY'LENI' SALVIA LEUCANTHA PER PLANMEXICAN SAGE 450 / 5 GAL LOWLOW PER PLAN Sa CAREX FLACA BLUE SEDGE C.C. / 1 GAL . LOW F FESTUCA CALIFORNICA CALIFORNIA FESCUE 2060 / 5 GAL.MED AGAVE ATTENUATA FOXTAIL AGAVE LOW ALOE VERA ALOE VERA 72 / 5 GAL.PER PLAN LOW BOUTELOUA GRACILIS PER PLANBLUE GRAMMA GRASS 762 / 5 GAL'BLONDE AMBITION'LOW 12" O.C. PER PLAN PITTOSPORUM TENUIFOLIUM SILVER SHEEN KOHUHU 33 / 15 GAL.PER PLAN LOW‘SILVER SHEEN' PORTULACRIA AFRA ELEPHANT FOOD PLANT 18 / 15 GAL.LOWPER PLANp BIOSWALE PLANTING JUNCUS PATENS "ELK BLUE"2' 0" O.C.CALIFORNIA GRAY RUSH 312 / 5 GAL.LOW AGAVE 'BLUE FLAME'BLUE FLAME AGAVE LOW32 / 15 GAL PER PLAN PER PLAN315 / 5 GAL TRIANGULAR SPACE CAREX PANSA 12" O.C.DUNE SEDGE C.C./ 1 GAL.MEDC CHONDROPETALUM LARGE CAPE RUSH C.C. / 5 GAL.LOWE5'0" O.C.ELEPHANTINUM SAGE 225 / 15 GALSALVIA 'ALLEN CHICKERING'Ec HYDROSEED NATIVE EROSION CONTROL MIX - S&S SEEDS LOW PROFILE WILDFLOWER MIX - S&S SEEDS APPLY AT 32 LBS / ACRE: BROMUS CARINATUS FESTUCA MICROSTACHYSTRIFOLIUM CILIOLATUM OVERSEED BASIC MIX WITH 20 LBS / ACRE: LOW PROFILE WILDFLOWER MIX - S&S SEEDSCONTINUED: OVERSEED BASIC MIX WITH 20 LBS / ACRE: * AMMEND WILDFLOWER SEED MIX BY ADDING: SEED BIOSOL FORTE 7-2-1 ORGANIC FERTILIZER TRI-C HUMATE SOIL CONDITIONER AS SPECIFIED 800 LBS/ACRE 400LBS/ACREAM 120 MYCHORRHIZAL INOCULUM 60 LBS/ACRE PROMATRIX BFM 3,500 LBS/ACRE SLURRY COMPONENTS FOR All HYDROSEED: J GN-1 HYBRID BERMUDA TURFGRASS 85,414 S.F.-SEED PER MANF.RECOMENDATION C.C. / 3" POTS B LOW4" O.C.BACCHARIS PILULARIS -DWARF COYOTE BRUSH'PIGEON POINT' ROSMARINUS OFFICINALIS PER PLANUPRIGHT ROSEMARY 34 / 5 GAL LOW'TUSCAN BLUE' C CAREX DIVULSA 18" O.C.BERKELEY SEDGE C.C./ 1 GAL.LOW MUHLENBERGIA RIGENS PER PLANDEER GRASS 60 / 5 GAL LOW T PLUS (IN ADDITION TO THE NATIVE EROSION CONTROL MIX), HYDROPOST PREMIUM COMPOST 1,000 LBS/ACRE SHRUB AND GROUNDCOVER PLANTING NOTES:1. C.C. = CONTRACTOR CALCULATION - THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALCULATING ALL PLANTING BEDS AND PROVIDING THE REQUIRED PLANTING MATERIALS IN ORDER TO ACHIEVE THE DESIGN INTENT OF THE PROJECT THE CONTRACTOR SHALL INCLUDE A 5% PLANT MATERIAL CONTINGENCY IN THEIR BID FOR USE BY AND AT THE REQUEST OF THE LANDSCAPE ARCHITECT AND/OR OWNER ANY TIME DURING CONSTRUCTION. 2. CONTRACTOR TO CALCULATE (C.C.) GROUNDCOVER PLANT MATERIALS USING SQUARE SPACING FOR ALL NON-SLOPED ORNAMENTAL PLANTING AREAS UNLESS OTHERWISE NOTED. CONTRACTOR MAY USE TRIANGULAR SPACING CALCULATIONS FOR MANUFACTURED SLOPE AREAS OVER5' TALL OR BIOSWALE AREAS. RUHNAUCLARKE.COM 3775 TENTH STREET, RIVERSIDE CALIFORNIA 92501 (951) 684 4664 / 5751 PALMER WAY, SUITE C, CARLSBAD CALIFORNIA 92010 (760) 438 5899 LPC 2023-0015DEV 2023-0066 OVERALL MODERNIZATION SITE AVIARA OAKS ELEMENTARY SCHOOLMODERNIZATION LANDSCAPE ARCHITECTURE PO BOX 1088, RANCHO SANTA FE , C A 9 2 067 - (6 1 9 ) 9 9 2 . 8 1 9 6 - W W W . A S R L A . C O M A S R AND R E W S REE S E 543-4L 31 TREE PROTECTION NOTES AND GUIDELINES: DURING THE COURSE OF CONSTRUCTION, TREES CAN RECEIVE MUCH STRESS, POLLUTION, SOIL COMPACTION AND LACK OF WATER. THE FOLLOWINGTREE PROTECTION GUIDELINES SHOULD BE FOLLOWED TO ESTABLISH AND MAINTAIN A HEALTHY ENVIRONMENT FOR RETAINED TREES. WORKING IN THE TREE PROTECTION ZONE:S THIS AREA ENCOMPASSES THE AREA WITHIN THE DRIP LINE OF THE TREE PLUS ADDITIONAL FEET DEPENDING ON THE SPECIES AND SIZE OF THE EXISTING TREE. ANY NECESSARY ENCROACHMENT WITHIN A TREES PROTECTED ZONE IS TO FOLLOW THESE GUIDELINES. PRE-CONSTRUCTION PHASE: PROTECTIVE FENCING - INSTALLATION OF PROTECTIVE FENCING SHOULD BE INSTALLED AROUND THE TREE PROTECTION ZONE. FENCING MAY BE OF A FLEXIBLE CONFIGURATION AND BE A MINIMUM OF FOUR (4) FEET IN HEIGHT. A WARNING SIGN SHOULD BE POSTED ON THE FENCING STATES, "WARNING: TREE PROTECTION ZONE" AND STATING THE REQUIREMENTS OF ALL WORKERS IN THE PROTECTIVE ZONE. CONSTRUCTION PHASE:KEEP SITE CLEAN - THROUGHOUT THE COURSE OF CONSTRUCTION, MAINTAIN THE INTEGRITY OF THE TREE PROTECTION ZONE FENCING AND KEEP THESITE CLEAN AND MAINTAINED AT ALL TIMES. NO CONSTRUCTION STAGING OR DISPOSAL OF CONSTRUCTION MATERIALS OR BYPRODUCTS INCLUDINGBUT NOT LIMITED TO PAINT, PLASTER, OR CHEMICAL SOLUTIONS ALLOWED IN THE TREE PROTECTION ZONE. IRRIGATION - PROTECTION ZONE SHOULD BE IRRIGATED SUFFICIENTLY WITH CLEAN POTABLE WATER TO KEEP THE TREE IN GOOD HEALTH AND VIGOR BEFORE, DURING AND AFTER CONSTRUCTION. THIS MAY MEAN DEEPLY SOAKING THE GROUND PERIODICALLY. ANY DEEP SOAKING SHOULD OCCUR GENERALLY IN THE WARMER MONTHS. IF THIS CONSTRUCTION IS OCCURRING MAINLY IN WINTER, THE CONTRACTOR MAY NOT NEED TO SUPPLEMENT WATER UNTIL LATE SPRING. NO FLOODING - THE TREE PROTECTION ZONE SHOULD NOT BE SUBJECT TO FLOODING INCIDENTAL TO THE CONSTRUCTION WORK. HAND TOOLS - ALL WORK CONDUCTED IN THE GROUND WITHIN THE TREE PROTECTION ZONE SHOULD BE ACCOMPLISHED WITH HAND TOOLS, UNLESS AN AIR SPADE IS UTILIZED. TRENCHES IN THE TREE PROTECTION ZONE SHOULD BE TUNNELED OR COMPLETED WITH AN AIR SPADE TO AVOID DAMAGE TO SMALLER FEEDER ROOTS WITHIN THE ROOT PROTECTION ZONE. EQUIPMENT - DO NOT BACK ANY EQUIPMENT UP TO THE TRUNK OR WITHIN THREE (3) TO FIVE (5) FEET OF AN EXISTING TRUNK, TO PROTECT ROOTS ANDREDUCE POTENTIAL SOIL COMPACTION. AVOID THE USE OF HEAVY MACHINERY WITHIN THE DRIP-LINE OF THE TREE. ROOT IMPACT - WHERE MORE THAN FIFTY PERCENT (50%) OF THE ROOT ZONE IS IMPACTED OR ROOTS GREATER THAN 3 INCHES IN DIAMETER ARE TO BE REMOVED WITHIN FOUR (4) FEET OF THE TRUNK, THE ENGINEER OF RECORD SHOULD SUBMIT ACCEPTABLE DESIGN ALTERNATIVES TO CITY STAFF FOR REVIEW . TRENCHING AND ROOT PRUNING - FOR UTILITIES, ANY REQUIRED TRENCHING SHOULD BE ROUTED IN SUCH A MANNER AS TO MINIMIZE ROOT DAMAGE. RADIAL TRENCHING (RADIAL TO THE TREE TRUNK) IS PREFERRED AS IT IS LESS HARMFUL THAN TANGENTIAL TRENCHING. CONSTRUCTION ACTIVITY SHOULD BE DIVERTED FROM THE ROOT PROTECTION ZONE. CUTTING OF ROOTS SHOULD BE AVOIDED (I.E. PLACE PIPES AND CABLES BELOW UNCUT ROOTS). WHEREVER POSSIBLE AN IN ACCORDANCE WITH APPLICABLE CODE REQUIREMENTS, THE SAME TRENCH SHOULD BE USED FOR MULTIPLE UTILITIES. MAINTAIN GRADE - "NATURAL" OR PRE-CONSTRUCTION GRADE SHOULD BE MAINTAINED IN THE TREE PROTECTION ZONE. AT NOT TIME DURING ORAFTER CONSTRUCTION SHOULD ADDITIONAL SOIL BE IN CONTACT WITH THE TRUNK OF THE TREE ABOVE THE TRUNK FLAIR. ROOT PRUNING - IN AREAS WHERE THE GRADE AROUND THE PROTECTED TREE WILL BE LOWERED, SOME ROOT CUTTING MY BE UNAVOIDABLE. CUTS SHOULD BE CLEAN AN MADE AT RIGHT ANGLES TO THE ROOTS. WHEN PRACTICE, CUT ROOTS BACK TO A BRANCHING LATERAL ROOT. MULCH - ORGANIC MULCH SHOULD BE PLACE IN ALL OPEN AREAS WITHIN THE TREE PROTECTION ZONE. THE MULCH SHOULD BE THREE (3) INCHES THICK MINIMUM, EXTENDING OUT TO THE EDGES OF THE PROTECTION ZONE, WHILE NOT TOUCHING THE BASE OF THE TRUNK. MULCH TOUCHING THEE TRUNK CAN CAUSE CHRONIC MOISTURE AND DECAY. OBSERVATION - ALL WORK WITHIN THE PROTECTED ZONE SHOULD BE OBSERVED BY A CERTIFIED ARBORIST EXPERIENCE WITH EACH SPECIFIC TREE'S REQUIREMENTS. THE CONTRACTOR IS TO CONTACT BOTH THE DISTRICT ARBORIST AN THE LANDSCAPE ARCHITECT OF RECORD FOR A SITE MEETING IN A TIMELY MANNER PRIOR TO THE BEGINNING OF DEMOLITION OR CONSTRUCTION TO ENSURE THEIR AVAILABILITY. VEGETATION MANAGEMENT SHALL BE IN COMPLIANCE WITH THE CFC SECTION 4906. MWELO NOTES: 1. FOR LANDSCAPE INSTALLATIONS, COMPOST AT A RATE OF FOUR CUBIC YARDS PER 1,000 SQUARE FEET OF PERMEABLE AREA SHALL BE INCORPORATED TO A DEPTH OF SIX INCHES (6") OF SOIL. SOILS WITH A GREATER THAN SIX PERCENT (6%) ORGANIC MATTER IN THE TOP SIX INCHES (6") OF SOIL ARE EXEMPT FROM ADDING COMPOST AND TILLING. 2. PRIOR TO PLANTING OF ANY MATERIALS, COMPACTED SOIL SHALL BETRANSFORMED TO A FRIABLE CONDITION. ON ENGINEERED SLOPES, ONLYAMENDED PLANTING HOLES NEED TO MEET THE REQUIREMENTS OF THISSECTION. 3. THE APPLICATION OF ORGANIC MULCH MATERIALS MADE FROM RECYCLED OR POST CONSUMER MATERIALS SHALL TAKE PRECEDENCE OVER NON INORGANIC MATERIALS UNLESS RECYCLED OR POST CONSUMER ORGANIC PRODUCTS ARE NOT LOCALLY AVAILABLE. SITE NOTES: 1. SEE CIVIL ENGINEERING PLANS FOR ALL HORIZONTAL AND VERTICAL CONTROLI.E. GRADING, DRAINAGE AND OVERALL SITE LAYOUT, INCLUDING BUT NOTLIMITED TO, ADA PATH OF TRAVEL.2. SEE CIVIL ENGINEERING AND ARCHITECTS FOR ALL HARDSCAPE, SITEFURNISHING, STRUCTURES OR OTHER ITEMS THAT ARE NOT A LANDSCAPE IRRIGATION OR PLANTING ITEM. 3. ALL GRADING ON SITE SHALL HAVE A POSITIVE DRAINAGE (2% MINIMUM SLOPE IN ALL PLANTING AREAS) AWAY FROM STRUCTURES AND TERMINATING IN AN APPROVED DRAINAGE STRUCTURE. 4. ALL PEDESTRIAN AND VEHICULAR HARDSCAPE PAVING AREAS SHALL HAVE POSITIVE DRAINAGE. CONTRACTOR SHALL ENSURE THESE AREAS DO NOT ALLOW PONDING OF WATER WHILE ALSO MEETING ALL APPLICABLE CODE REQUIREMENTS AND THE DESIGN SPECIFICATIONS SET FORTH BY THE CIVIL ENGINEER'S AND ARCHITECT'S APPROVED PLANS. DIAL TOLL FREE1 - 800 - 422 - 4133 AT LEAST TWO DAYSBEFORE YOU DIG T.M. UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA 19 SELECT SHEETS OF THE LANDSCAPE PLAN ARE PROVIDED HERE FOR REFERENCE TO SHOW PROPOSED PLANTING IN THE BIOFILTRATION BASINS I l T I l I T - 0 - 0 0 ' ' © $ II ® 0 0 @ 0 0 0 $ 0 Q Q □ D D D D DATE I INITIAL ~- l I :ccHILLEA MILLEFOLIUM MISPON GLABER CAMISSONIOPS CLARKIA BOTT~E CHEIRANTHIFOLIA COLLINSIA HETEROPHYLLA ~~~~Jg~o~l~~o~~~IFORNICA ~:~~EPN~t T~tc~s0tFcYf REI/ISION DESCRIPllON I DATE INITIAL DATE LUPINUS BICOLOR LUPINUS NANUS MIMULUS AURANTI MIMULUS AURANTl:g~~ LONGIFLORUS MUHLENBERGIA MICRO PUNICEUS NEMOPHILA MACULA TASPERMA SISYRINCHIUM BELLUM TRICHOSTEMA LANATUM ROMNEYA COUL TERI SALVIA CLEVLANDII ALPINE "AS BUILT" RCE~~ RCE RE"1EYED BY: DATE fsHml DATE L__JI CITY p~~NG~~LSBAD II SHEETS I INSPECTOR _ r-·--· ~, ,M I INlllAL 1-1 PLANNING ~I 1;;1 BY: ~ I DATE • D ~Y,: PROJECT NO. 1rDRAVt1NG N0.7 I PH SD SD PH S S S S S S S S S S S S S S S S S S S S S D S D SD SD SD SD SD SD SD SD SD SD SD SD W W W W W W W W W W W W W W W W W W W W W W SD S SD SD SD SD SD SD SD SD SD SD SD SD W E E E IR R IR R IR R IR R IR R IR R IR R IRR IRR IRR IRR IR R IR R IRR IRR IRR IRR IRR IRR IR R IRR IRR IRR IRR IRR IR R IRR IRR G E E E E CO M M CO M M CO M M E E E E E COMM COMM COMM E IRR IR R IR R IR R IR R IR R G G CO M M CO M M E E E SD W W W SD S S 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 143144145 146 143 144 145 149 150 148 147146 143 148 147 146 145 144146 146 146 145 146 146 146 148 147 147 147 147 14 8 145 15 0 148 147 144 43 142 141 145 → . . . → . . . → . . . SD SD SD S PH SD SD PH ST STSTST STSTSTSTSTSTST STSTST STSTSTSTSTSTST STST STSTST STSTSTSTSTSTSTSTSTST STSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST STSTSTSTSTSTSTSTSTST STSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST STSTSTSTSTSTSTSTSTST STSTST STSTSTSTSTSTST STSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST STSTSTSTSTSTST STSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST STSTSTSTSTSTSTSTSTST STST STSTSTSTSTST STSTST STSTSTSTSTSTSTSTSTSTSTSTSTSTSTST STSTSTSTSTSTSTSTSTSTSTST STSTSTSTSTSTSTSTSTSTSTST STSTSTSTSTSTST STSTSTSTSTSTST STSTSTSTSTSTST STSTSTSTST STSTSTSTSTSTSTSTST STSTST STSTSTSTSTSTST STSTST STSTSTSTSTSTST STSTST STSTSTSTSTSTSTSTSTST STSTST STSTSTSTSTSTSTSTSTST STSTST STSTSTSTSTSTST STSTST STSTSTSTSTSTST STSTST STSTSTSTSTSTSTSTSTST STSTST STSTSTSTSTSTSTSTSTST STSTST STSTSTSTSTSTSTSTSTST STSTSTSTSTSTSTSTSTST STSTST STSTSTSTSTSTST STSTST STSTSTSTSTSTSTSTST SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SS SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS P B B B B B B BB B LP LP V M F F ST ST CB CB CB E S CO CO CO ST E S CB STSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST STSTST STSTST STSTSTSTSTSTSTSTST SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS E E E E E E J J JJ J J J J J J J J J J E J J C C C C C C C C C C C C C C C C C C C F F F F F FF F F FF F F F F F F F F F F F F F F F F F FF F F F F B B F F F F F L A R A A Q Q Q A A S R F F F B SaSaSaSa Ec Ec Ec Sa SaSa SaSa Sa SaSa SaSaSaSaSaSaSaSa SaSa EcEc Ec F SaSa Sa SaSaSaSaSa B B B B B B B EcEcEc Ec Ec EcEc Ec Ec Ec Ec Ec EcEcEc Sa Sa SaSa SaSa Sa Sa SaSa Sa Sa Sa Sa Sa Sa SaSaSaSa Sa Sa Sa Sa F F Sa Sa Sa Sa SaSaSa Sa SaSa Sa Sa Sa Sa SaSa SaSa FF F F F SaSaSaSaSaSaSa FF F F Sa Sa Sa Sa Sa SaSa Sa Sa Sa Sa Sa EcSaSa Sa Sa Sa Saa SaSa F Ec Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa F F SaSa Sa R FF F F B F F F F p p pppp p p p p p F F F Sa Sa Sa Sa Sa Sa Sa SaSa SaSa BSaSa F F FFF FB Sa Sa Sa F Sa Sa B F B SaSaaSaSaSa Sa B F F F Sa Sa RUHNAUCLARKE.COM 3775 TENTH STREET, RIVERSIDE CALIFORNIA 92501 (951) 684 4664 / 5751 PALMER WAY, SUITE C, CARLSBAD CALIFORNIA 92010 (760) 438 5899 LPC 2023-0015DEV 2023-0066 OVERALL MODERNIZATION SITE AVIARA OAKS ELEMENTARY SCHOOLMODERNIZATION LANDSCAPE ARCHITECTURE PO BOX 1088, RANCHO SANTA FE , C A 9 2 067 - (6 1 9 ) 9 9 2 . 8 1 9 6 - W W W . A S R L A . C O M A S R AND R E W S REE S E 3 G2 G3G1 G4 G14G13 G5 G6 G7 G11 G9 G8 G10 G12G15 G16 G17 LP-1 LP-2 LP-3 LP-4 LP-5 LP-6 DIAL TOLL FREE1 - 800 - 422 - 4133 AT LEAST TWO DAYSBEFORE YOU DIG T.M. UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA 543-4L 31 EROSION CONTROL AND GRADING NOTES: 1. SLOPES 6:1 OR STEEPER REQUIRING EROSION CONTROL MEASURES AS SPECIFIED HEREIN SHALL BE TREATED WITH ONE OR MORE OF THE FOLLOWINGPLANTING STANDARDS: A. STANDARD #1 -COVER CROP / AND EROSION CONTROL MATTING:COVER CROP SHALL BE A SEED MIX TYPICALLY MADE UP OF QUICK GERMINATING AND FAST COVERING GRASSES, CLOVERS AND/OR WILD FLOWERS. SUBMIT THE SPECIFIC SEED MIX FOR CITY APPROVAL PRIOR TO APPLICATION. THE COVER CROP SHALL BE APPLIED AT A RATE SUFFICIENT TO PROVIDE 90% COVERAGE WITHIN THIRTY (3D) DAYS. THE TYPE OF EROSION CONTROL MATTING SHALL BE AS APPROVED BY THE CITY AND AFFIXED TO THE SLOPE AS RECOMMENDED BY THE MANUFACTURER. ON SLOPES 3 FEET OR LESS IN VERTICAL HEIGHT WHERE ADJACENT TO PUBLIC WALKS OR STREETS: WHEN PLANTING OCCURS BETWEEN AUGUST 15 AND APRIL 15, EROSION CONTROL SHALL BE REQUIRED. DURING THE REMAINDER OF THE YEAR, THE COVER CROP AND/OR EROSION CONTROL MATTING MAY BE USED. ON SLOPES GREATER THAN THREE (3) FEET IN HEIGHT, EROSION CONTROL MATTING SHALL BE REQUIRED AND A COVER CROP SHALL NOT BE USED UNLESS OTHERWISE APPROVED BY THE CITY IN WRITING. B. STANDARD #2 • GROUND COVER ONE HUNDRED (100%) PERCENT OF THE AREA SHALL BE PLANTED WITH A GROUND COVER KNOWN TO HAE EXCELLENT SOIL BINDIGN CHARACTERISTICS (PLANTED FROM A MINIMUM SIZE OF FLATTED MATERIAL AND SPACED TO PROVIDE FULL COVERAGE WITH ONE YEAR). C. STANDARD #3 -LOW SHRUBSLOW SPREADING WOODY SHRUBS {PLANTED FROM A MINIMUM OF 1 GALLON CONTAINERS) SHALL COVER A MINIMUM OF SEVENTY (70%) PERCENT OF THE SLOPE FACE (AT MATURE SIZE). D. STANDARD #4 TREES AND/OR LARGE SHRUBS TREES AND/OR LARGE SHRUBS SHALL BE (PLANTED FROM A MINIMUM OF 1 GALLON CONTAINERS) SHALL BE INSTALLED AT A MINIMUM RATE OF ONE (1) PLANT PER TWO HUNDRED (20D) SQUARE FEET. 2. SLOPES 6:1 OR STEEPER AND: A. 3' OR LESS IN VERTICAL HEIGHT AND ADJACENT TO PUBLIC WALKS OR STREETS REQUIRE AT A MINIMUM STANDARD #1 (COVER CROP OR EROSION CONTROL MATTING). B. 3' TO 8' IN VERTICAL HEIGHT REQUIRE STANDARD #1 (EROSION CONTROL SHALL BE INSTALLED IN LIEU OF A COVER CROP), #2 AND #3. C. IN EXCESS OF 8' IN VERTICAL HEIGHT REQUIRE STANDARD #1 ((EROSION CONTROL SHALL BE INSTALLED IN LIEU OF A COVER CROP), #2, #3 AND #4. 3. AREAS GRADED FLATTER THAN 6:1 REQUIRE A COVER CROP PER STANDARD #1 WITH TEMPORARY IRRIGATION WHEN THEY HAVE ONE OR MORE OF THE FOLLOWING CONDITIONS: A. SHEET GRADED PADS NOT SCHEDULED FOR IMPROVEMENTS WITHIN 6 MONTHS OF COMPLETION OF ROUGH GRADING.B. A POTENTIAL EROSION PROBLEM AS DETERMINED BY THE CITY.C. IDENTIFIED BY THE CITY AS HIGHLY VISIBLE AREAS TO THE PUBLIC OR HAVE SPECIAL CONDITIONS THAT WARRANT IMMEDIATE TREATMENT. 4. ALL GRADING ON SITE SHALL HAVE POSITIVE DRAINAGE (2% MINIMUM GRADE IN PLANTING AREAS) AWAY FROM STRUCTURES AND TERMINATING IN AN APPROVED DRAINAGE SYSTEM. SEE SHEET NOTES:SEE SHEET LP-0 FOR PLANTING MATERIALS LEGEND.SEE SHEET LP-1 THRU LP-6 FOR PLANTING PLANS. SEE SHEET LP-7 AND LP-8 FOR PLANTING DETAILS. SEE SHEET LP-9 FOR ADDITIONAL NOTES. SEE SHEET LP-10 THRU LP-12 FOR PLANTING SPECIFICATIONS. LP-4 MA T C H L I N E - S E E S H E E T L P - 2 GRAPHIC SCALE: 1" = 20' 20'10' 0'20'40' S W E N MATCHLINE - SEE SHEET LP-3 MA T C H L I N E - S E E S H E E T L P - 6 LIMIT-OF-WORK FENCE LINE PUBLIC RIGHT-OF-WAY LIMIT-OF-WORK FENCE LINE PUBLIC RIGHT-OF-WAY LIMIT-OF-WORK SOME OF THIS PLANTING AREA MAY RESIDE ON PRIVATE PROPERTY. THE CONTRACTOR SHALL INCLUDE IN THIER BID.HOWEVER, THE CONTRACTOR SHALL VERIFY THE LIMIT OF WORK,WORK TO BE COMPLETE AND THAT A LEGAL AGREEMENT HAS BEENESTABLISHED AND APPROVED BY ALL PARTIES INVOLVED WITHANY AND ALL IMPROVMENTS IN THIS AREA. SOME COORDINATION, RENOVATION AND MODIFICATIONS OF OTHER / OFFSITE IRRIGATION SYSTEMS MAY BE REQUIRED TO BE COMPLETED BY THE CONTRACTOR. THE CONTRACTOR SHALL NOT PROCEED WITH THEIR WORK BEFORE THIS ISSUE IS ADDRESSED AND FULLY RESOLVED. 23 A M B R O S I A LA N E AVIA R A PRKY . EXISTING EASEMENT - SEE CIVIL PLANS EXISTING EASEMENT - SEE CIVIL PLANS BIO-FILTRATION BASIN (LINED - SEE CIVIL ENGINEERING PLANS SELECT SHEETS OF THE LANDSCAPE PLAN ARE PROVIDED HERE FOR REFERENCE TO SHOW PROPOSED PLANTING IN THE BIOFILTRATION BASINS - QUICK KEYNOTES: THIS SHEET ONLY OJ ROCK COBBLE [I) ROOT BARRIER - - - [lj 6" WIDE MOW CURB @) FENCE / GATE 3 ---·-·-·-- MINIMUM TREE SEPARATION DISTANCES: -TRAFFIC SIGNALS (STOP SIGN): -UNDERGROUND UTILITY LINES: -ABOVE GROUND UTILITY STRUCTURES: -DRIVEWAY ENTRIES: -SEWER LINES -INTERSECTIONS (INTERSECTING CURB LINES OF TWO STREETS) 20 FEET 5 FEET 10 FEET 10 FEET 10 FEET 25 FEET DI 4 I ~ KEY MAP RT F ,, I I --1r I II II II. --1 /1 ,, I / I I I I I I APPROVED FOR IRRIGATION AND PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA "AS BUILT" RC[__ RCE __ _ DA1E REVIEWED BY: INSPECTOR DA1E fsHml CITY OF CARLSBAD I SHEETS I f---------------------------------< L_J PLANNING DIVISION f----+----+--------------+----+---+--+-------< f----+----+--------------+----+---+--+-------< LANDSCAPE IMPROVEMENT PLANS FOR: f----+--+-------------+---+---+--+------i --------------DATIi DAlE INITIAL DAlE PROJECT NO. DRA~NG NO. ENGIN REVISION DESCRIPllON 10' 02.250 11.683 SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD S D S D IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IR R IR R IR R IR R IR R IR R IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IR R IR R SD SD SD SD SD SD SD SD SD 152 152 153 153 154 154 154 155 155 SD SD 10' 02.250 11.683 ST ST I E STSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST STSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST STSTSTSTSTSTSTSTST STSTST STSTSTSTSTSTSTSTSTST STSTST STSTSTSTSTSTST STSTST ST E E E E E E C C C D C C C CC C C C C C C C J J J J J J J E EE B L L F F F F F RUHNAUCLARKE.COM 3775 TENTH STREET, RIVERSIDE CALIFORNIA 92501 (951) 684 4664 / 5751 PALMER WAY, SUITE C, CARLSBAD CALIFORNIA 92010 (760) 438 5899 LPC 2023-0015DEV 2023-0066 OVERALL MODERNIZATION SITE AVIARA OAKS ELEMENTARY SCHOOLMODERNIZATION LANDSCAPE ARCHITECTURE PO BOX 1088, RANCHO SANTA FE , C A 9 2 067 - (6 1 9 ) 9 9 2 . 8 1 9 6 - W W W . A S R L A . C O M A S R AND R E W S REE S E 3 G2 G3G1 G4 G14G13 G5 G6 G7 G11 G9 G8 G10 G12G15 G16 G17 LP-1 LP-2 LP-3 LP-4 LP-5 LP-6 DIAL TOLL FREE1 - 800 - 422 - 4133 AT LEAST TWO DAYSBEFORE YOU DIG T.M. UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA 543-4L 31 EXISTING TREE - PROTECT INPLACE, SEE CIVIL ENGINEERING PROTECTION / DEMOLITION PLANS. SEE SHEET NOTES: SEE SHEET LP-0 FOR PLANTING MATERIALS LEGEND. SEE SHEET LP-1 THRU LP-6 FOR PLANTING PLANS. SEE SHEET LP-7 AND LP-8 FOR PLANTING DETAILS. SEE SHEET LP-9 FOR ADDITIONAL NOTES. SEE SHEET LP-10 THRU LP-12 FOR PLANTING SPECIFICATIONS. MA T C H L I N E - S E E S H E E T L P - 4 GRAPHIC SCALE: 1" = 20' 20'10' 0'20'40' S W E N MATCHLINE - SEE SHEET LP-5 LIMIT-OF-WORK FENCE LINE EROSION CONTROL AND GRADING NOTES: 1. SLOPES 6:1 OR STEEPER REQUIRING EROSION CONTROL MEASURES ASSPECIFIED HEREIN SHALL BE TREATED WITH ONE OR MORE OF THE FOLLOWING PLANTING STANDARDS: A. STANDARD #1 -COVER CROP / AND EROSION CONTROL MATTING: COVER CROP SHALL BE A SEED MIX TYPICALLY MADE UP OF QUICK GERMINATING AND FAST COVERING GRASSES, CLOVERS AND/OR WILD FLOWERS. SUBMIT THE SPECIFIC SEED MIX FOR CITY APPROVAL PRIOR TO APPLICATION. THE COVER CROP SHALL BE APPLIED AT A RATE SUFFICIENT TO PROVIDE 90% COVERAGE WITHIN THIRTY (3D) DAYS. THE TYPE OF EROSION CONTROL MATTING SHALL BE AS APPROVED BY THE CITY AND AFFIXED TO THE SLOPE AS RECOMMENDED BY THE MANUFACTURER. ON SLOPES 3 FEET OR LESS IN VERTICAL HEIGHT WHERE ADJACENT TO PUBLIC WALKS OR STREETS: WHEN PLANTING OCCURS BETWEEN AUGUST 15 AND APRIL 15, EROSION CONTROL SHALL BE REQUIRED. DURING THE REMAINDER OF THE YEAR, THE COVER CROP AND/OR EROSION CONTROL MATTING MAY BE USED. ON SLOPES GREATER THAN THREE (3) FEET IN HEIGHT, EROSION CONTROL MATTING SHALL BE REQUIRED AND A COVER CROP SHALL NOT BE USED UNLESS OTHERWISE APPROVED BY THE CITY IN WRITING. B. STANDARD #2 • GROUND COVERONE HUNDRED (100%) PERCENT OF THE AREA SHALL BE PLANTED WITH A GROUND COVER KNOWN TO HAE EXCELLENT SOIL BINDIGN CHARACTERISTICS (PLANTED FROM A MINIMUM SIZE OF FLATTED MATERIAL AND SPACED TO PROVIDE FULL COVERAGE WITH ONE YEAR). C. STANDARD #3 -LOW SHRUBS LOW SPREADING WOODY SHRUBS {PLANTED FROM A MINIMUM OF 1 GALLON CONTAINERS) SHALL COVER A MINIMUM OF SEVENTY (70%) PERCENT OF THE SLOPE FACE (AT MATURE SIZE). D. STANDARD #4 TREES AND/OR LARGE SHRUBS TREES AND/OR LARGE SHRUBS SHALL BE (PLANTED FROM A MINIMUM OF 1 GALLON CONTAINERS) SHALL BE INSTALLED AT A MINIMUM RATE OF ONE (1) PLANT PER TWO HUNDRED (20D) SQUARE FEET. 2. SLOPES 6:1 OR STEEPER AND: A. 3' OR LESS IN VERTICAL HEIGHT AND ADJACENT TO PUBLIC WALKS OR STREETS REQUIRE AT A MINIMUM STANDARD #1 (COVER CROP OR EROSION CONTROL MATTING). B. 3' TO 8' IN VERTICAL HEIGHT REQUIRE STANDARD #1 (EROSION CONTROL SHALL BE INSTALLED IN LIEU OF A COVER CROP), #2 AND #3. C. IN EXCESS OF 8' IN VERTICAL HEIGHT REQUIRE STANDARD #1 ((EROSION CONTROL SHALL BE INSTALLED IN LIEU OF A COVER CROP), #2, #3 AND #4. 3. AREAS GRADED FLATTER THAN 6:1 REQUIRE A COVER CROP PER STANDARD #1 WITH TEMPORARY IRRIGATION WHEN THEY HAVE ONE OR MORE OF THE FOLLOWING CONDITIONS: A. SHEET GRADED PADS NOT SCHEDULED FOR IMPROVEMENTS WITHIN 6 MONTHS OF COMPLETION OF ROUGH GRADING. B. A POTENTIAL EROSION PROBLEM AS DETERMINED BY THE CITY. C. IDENTIFIED BY THE CITY AS HIGHLY VISIBLE AREAS TO THE PUBLIC OR HAVE SPECIAL CONDITIONS THAT WARRANT IMMEDIATE TREATMENT. 4. ALL GRADING ON SITE SHALL HAVE POSITIVE DRAINAGE (2% MINIMUM GRADE IN PLANTING AREAS) AWAY FROM STRUCTURES AND TERMINATING IN AN APPROVED DRAINAGE SYSTEM. LIMIT-OF-WORK FENCE LINE LIMIT-OF-WORK FENCE LINE PUBLIC RIGHT-OF-WAY SE E S H E E T L P - 3 MA T C H L I N E 25 AVIAR A PRKY. LP-6 BIO-FILTRATION BASIN (LINED - SEE CIVIL ENGINEERING PLANS SELECT SHEETS OF THE LANDSCAPE PLAN ARE PROVIDED HERE FOR REFERENCE TO SHOW PROPOSED PLANTING IN THE BIOFILTRATION BASINS I I / / / / ■ ~--------------------------- ------- .. }_:::,::=·:=·=··· .. --·.· ._ / KEY MAP DI RT 4 ------------------- QUICK KEYNOTES: THIS SHEET ONLY OJ ROCK COBBLE Ill ROOT BARRIER - - - [lj 6" WIDE MOW CURB [ij FENCE / GATE MINIMUM TREE SEPARATION DISTANCES: -TRAFFIC SIGNALS (STOP SIGN): -UNDERGROUND UTILITY LINES: -ABOVE GROUND UTILITY STRUCTURES: -DRIVEWAY ENTRIES: -SEWER LINES -INTERSECTIONS (INTERSECTING CURB LINES OF TWO STREETS) 20 FEET 5 FEET 10 FEET 10 FEET 10 FEET 25 FEET APPROVED FOR IRRIGATION AND PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA "AS BUILT" RC[__ RCE __ _ DATE REVIEWED BY: INSPECTOR DATE fsHml CITY OF CARLSBAD I SHEETS I f---------------------------------< L_J PLANNING DIVISION f----+---+--------------+---+---+--+-------< f----+---+--------------+---+---+--+-------< LANDSCAPE IMPROVEMENT PLANS FOR: f----+--+-------------+---+---+--+-----i --------------DATIi DA;;;lE~;;;IN::;;ITI~AL~--___!!~!Q!~~'.:!}2!:!.._ ____ ~DA;;;:lE;;::;;~;;:;;;::t~.;;;;.;;;;;;c:::1.1.o,.wJ.,,;__==:11--PR_o_JE-CT_N_o_. _ _JJ_D-RA_~_N_G _No_._Ll_L REI/ISION DESCRIPllON ENGi Appendix K: Forms and Checklists K-2 Sept. 2021 Harvest and Use Feasibility Checklist Form K-7 1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season? Toilet and urinal flushing Landscape irrigation Other:______________ 2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. [Provide a summary of calculations here] 3. Calculate the DCV using worksheet B-2.1. DCV = __________ (cubic feet) 3a. Is the 36 hour demand greater than or equal to the DCV? Yes / No 3b. Is the 36 hour demand greater than 0.25DCV but less than the full DCV? Yes / No 3c. Is the 36 hour demand less than 0.25DCV? Yes Harvest and use appears to be feasible. Conduct more detailed evaluation and sizing calculations to confirm that DCV can be used at an adequate rate to meet drawdown criteria. Harvest and use may be feasible. Conduct more detailed evaluation and sizing calculations to determine feasibility. Harvest and use may only be able to be used for a portion of the site, or (optionally) the storage may need to be upsized to meet long term capture targets while draining in longer than 36 hours. Harvest and use is considered to be infeasible. Is harvest and use feasible based on further evaluation? Yes, refer to Appendix E to select and size harvest and use BMPs. No, select alternate BMPs. Note: 36-hour demand calculations are for feasibility analysis only. Once feasibility analysis is complete the applicant may be allowed to use a different drawdown time provided they meet the 80% annual capture standard (refer to B.4.2) and 96-hour vector control drawdown requirement. N/A - this is a renovation project, existing bathroom facilities will not be re-plumbed. Additionally, landscape irrigation is not feasible, as children may come into contact with the irrigation, particularly on the play fields. 1t 1t ¢::l ~ ¢:I □ □ □ 4373 Viewridge Avenue Suite B San Diego, California 92123 858.292.7575 944 Calle Amanecer Suite F San Clemente, CA 92673 949.388.7710 www.usa-nova.com NOVA Project No. 2021251 February 8, 2023 Aviara Oaks Elementary School Modernization 6900 Ambrosia Lane Carlsbad, California Submitted to: Carlsbad Unified School District 6225 El Camino Real Carlsbad, California 92009 REPORT UPDATE GEOTECHNICAL INVESTIGATION INFILTRATION AND HYDROLOGIC SOILS GROUP DOCUMENTATION -~ CARLSBAD ~pr Unified School District Report of Update Geotechnical Investigation Aviara Oaks Elementary School Modernization, Carlsbad, CA NOVA Project No. 2021251 February 8, 2023 11 4.2. Site-Specific Geology The western portion of the campus is in cut, underlain by Tertiary Santiago Formation (map symbol Tsa). Moving eastward, the campus transitions from cut conditions to deep fill conditions, where the pre-exiting canyon was infilled to construct the campus. Geologic Cross-Section A-A’ on Plate 2 depicts this transition. Alluvium was identified as overlying the Santiago Formation in the southern portion of the site in Boring B-1. Descriptions of the materials encountered in the borings are presented below. Fill (af):As discussed, the depth of artificial fill across the site increases in depth moving eastward. Fill was encountered in Boring B-11, drilled on the eastern portion of the site, to a maximum depth of 70 feet bgs. The fill is comprised of generally medium dense to dense, light gray-brown and olive brown silty and clayey sand and sandy clay The fill appears to be mostly derived from the underlying Santiago Formation. Figure 4-2 depicts this unit. No record of the placement and compaction of this fill was available at the time of this report. As a result, the fill is considered ‘undocumented’. However, data obtained from the borings and CPT soundings suggest that this fill was engineered. Figure 4-2. Fill at Boring B-3 Quaternary Older Alluvium (Qoa):Beneath the fill in Boring B-1, the site is underlain by alluvium. The geologic map indicates that it is young alluvium; however, due to the relatively dense nature and visual appearance of the alluvium, it is NOVA’s judgement that this unit is more appropriately characterized as older alluvium. As encountered in the borings, the older alluvium consists of yellowish-brown to dark brown silty sand with thin interbedded lenses of yellow sand. Blow counts indicate this unit is dense. Tertiary Santiago Formation (Tsa):The Santiago Formation was encountered at the surface within Borings B-6 and B-11 and deepens moving eastward. As encountered in the borings, this formation is comprised of light gray-brown to yellowish-brown silty and clayey sandstone and sandy claystone, which is very dense and hard. Figure 4-3 depicts this unit. The fill appears to be mostly derived from the underlying Santiago Formation. is comprised of light gray-brown to yellowish-brown silty and clayey sandstone and sandy claystone, which is very dense and hard. THE PROJECT SITE IS DOMINATED BY DENSE SILTY AND CLAYEY SAND, WITH VERY LOW INFILTRATION RATES, SEE PAGE 32 OF THE GEOTECHNICAL INVESTIGATION THAT FOLLOWS HERE. PER GUIDANCE FROM THE NATURAL RESOURCES CONSERVATION SERVICE (NRCS), PROVIDED HERE FOR REFERENCE, INFILTRATION RATES FROM 0.06 TO 0.57 IN/HR ARE CONSISTENT WITH HYDROLOGIC SOILS GROUP TYPE C. GIVEN THAT THE MAXIMUM MEASURED INFILTRATION RATE IS 0.09 IN/HR, TYPE C SOILS ARE ASSUMED WITHIN THE SWQMP TO BE AN AVERAGE REPRESENTATION OF THE SITE'S SOIL CHARACTERISTICS. NOVA Report of Update Geotechnical Investigation Aviara Oaks Elementary School Modernization, Carlsbad, CA NOVA Project No. 2021251 February 8, 2023 32 7. INFILTRATION FEASIBILITY 7.1. Overview NOVA coordinated with the client to provide infiltration testing in the areas most likely to have BMPs. NOVA has evaluated the site as abstracted below after guidance contained in the City of Carlsbad BMP Design Manual, September 2021 (the governing document at the time of the original report). Plate 1 depicts the locations of the percolation test wells and associated exploratory geotechnical borings. This section provides the results of the testing and related recommendations for management of stormwater in conformance with the BMP Manual. Based on infiltration rates of Test Wells P-1 through P-4 divided by the project factor of safety calculated in accordance with Table D.2-3 of the BMP Manual, as well as the deep fills in these areas, stormwater infiltration is not feasible in any appreciable quantity. The BMPs are therefore considered to have a no infiltration condition. The following section provides NOVA’s assessment of the feasibility of stormwater infiltration BMPs utilizing the information developed during the subsurface exploration. 7.2. Percolation Testing The percolation test wells were pre-soaked by filling the holes with water to the ground surface level and testing commenced within a 26-hour window. On the day of testing, two 25-minute trials were conducted in each well. In all of the percolation borings, the pre-soak water percolated less than 6 inches into the soil unit within 25 minutes. Based on the results of the trials in those test wells, water levels were recorded every 30 minutes for 6 hours. At the beginning of each test interval, the water level was raised to approximately the same level as the previous tests, in order to maintain a near-constant head during all test periods. Percolation rates recorded in the field were converted to infiltration rates using the Porchet Method. Table 7-1 summarizes the percolation test conditions and related infiltration rates. Table 7-1. Summary of Percolation Testing Test Location Test Well Depth (feet) Material at Test Depth Infiltration Rate (in/hr, FS=4)1 Infiltration Condition P-1 5 Fill 0.02 No Infiltration P-2 5 Fill 0.04 No Infiltration P-3 5 Fill 0.04 No Infiltration P-4 5 Fill 0.09 Partial Infiltration Note 1: FS indicates ‘Factor of Safety’ As shown in Table 7-1, a factor of safety (FS) is applied to the infiltration rate (I). This factor of safety, calculated for this site as FS = 4, considers the nature and variability of subsurface materials, as well as the natural tendency of infiltration structures to become less efficient with time. NOVA provided the 0.02 0.04 00.04 0.09 I I I I \ J ( ) { ) ( ) Report of Update Geotechnical Investigation Aviara Oaks Elementary School Modernization, Carlsbad, CA NOVA Project No. 2021251 February 8, 2023 33 factor values for the Suitability Assessment section of the table, and the project civil engineer provided the factor values for the Design section. The factor of safety was determined using Section D.2.3 of Appendix D of the BMP Manual. This table is reproduced below as Table 7-2. Table 7-2. Determination of Safety Factor From City of Carlsbad BMP Design Manual, September 2021, Table D.2-3: Determination of Safety Factor 7.3. Review of Infiltration Restrictions Section D.2.1 of the BMP Manual presents restriction elements that should be considered by the project geotechnical professional while assessing the feasibility of infiltration related to geotechnical conditions. These elements are listed in Table 7-3.Based on this assessment, NOVA considers the stormwater infiltration basins in the locations in which they are currently designed to be a restricted condition due the fact it will be located in approximately 50 to 70 feet of existing fill. Consideration Assigned Factor Product (p) Weight (w) Value (v) p=wxv Infiltration Testing Method 0-25 0.50 Suirability Soil Texture Oass 0.25 Refer to 0.50 Assessn1ent Soil Variability 0.25 TableD.2-4 0.75 (A) Depth to Groundwater/Obstruction 0.25 0.25 Suitability Assessment Safety Factor, SA = :Ep 2.0 Pretrea.tment 0.50 1.0 D esign Resiliency 0.25 Refer to TableD.2-4 0.5 (B) Compaction 0.25 0.5 Desig11 Safety Factor, Sa = Lp 2.0 Safety Factor, S = SAX SB 4.0 ~fost be always greater than or equru to 2) Report of Update Geotechnical Investigation Aviara Oaks Elementary School Modernization, Carlsbad, CA NOVA Project No. 2021251 February 8, 2023 34 Table 7-3. Infiltration Restrictions From City of Carlsbad BMP Design Manual, September 2021, Table B.2-1: Infiltration Restrictions 7.4. Suitability of the Site for Stormwater Infiltration The infiltration condition of the proposed BMPs located in fill is considered Restricted by the City of Carlsbad. Infiltration rates determined from the percolation tests indicate that water cannot infiltrate in an appreciable quantity. Therefore, it is NOVA’s recommendation that BMPs should be designed with a no infiltration condition. NOTE: Given the "no infiltration condition", an impermeable liner is proposed to mitigate for the restriction associated with proximity to a steep slope. Restriction Element B:MP is within 100' of Contaminatt'.d Soils E I BMP is within 100' of lndustrial Activities L'lcking Source Control BMP is within 100' of \'V'ell/Groundwater Basin I BJvll) is within 50' of Septic Tanks/Leach Fields I BMP is within 10' of Structures/Tanks/Walls Considerations I I Mandatory BlvIP is within 10' of Sewer Utilities Optional Considerations Result I B:MP is within 10' of Groundwater Table BMP is with.in Hydi:ic SoiJs BMP is within Highly Liquefiable Soils and has Connectivity to Structures Blv1P is within 1.5 Times the Height of Adjacent Steep Slopes (2:25%) City Scaff has Assigned "Restricted" Infiltration Category is within P ed t!y ype D So BivfP is within 10' of Properry Line BMP is within FiJl Depths of 2:5' (Exjsting or Proposed) • M is witl1i.11 10' ofU derrr 1d Utili ·es BMP is within 250' of Ephemeral Stream Other (Provide detailed geotechnical support) Unrestricted. None of tbe restriction elements above are applicable. Is Element Applicable? (Yes/No) 0 Yes 0 0 Yes Restricted. One or more of the restriction elements above are applicable. Restricted 3 (E)BUILDINGKITCHEN/MPR A# 108787 FFE=159.50 (E)BUILDINGADMIN (E)BUILDING 300CLASSROOM FFE=153.48 (E)BUILDING 700CLASSROOM A# 52004 FFE=149.10 (E)BLDG 400CLASSROOM A# 108787 FFE=158.20 (E)BUILDING 500CLASSROOM A# 108787 FFE=149.10 (E) BUILDING 600CLASSROOM A# 108787 FFE=150.28 NEW BUILDING 800CLASSROOM FFE=150.60 (E)BUILDINGLIBRARY FFE=159.43 FFE=159.31 FFE=158.20 T T T B G T BG T --- AS - 2 . 3 (N) 5-30'x32' RELOCATABLE CLASSROOM BLDGS.PC#________ N.I.C.N.I.C.N.I.C.N.I.C. N.I.C. N.I.C.N.I.C. BIO FILTRATIONBASIN, SEE CIVILAND LANDSCAPEDWG. BIO FILTRATIONBASIN, SEE CIVILAND LANDSCAPEDWG. (E)FH (E)FH (E)FH (E)FH (E) PA(E)PA (E) PA (E) PA (E) PA (E)PA (E)PA PLAYFIELD NE PROPERTY LINE PR O P E R T Y L I N E (E) PA (E) PA (E) CONC. (E ) C O N C . (E) CONC. (E) CONC. (E ) C O N C . AM B R O S I A L N KW Y RELO902RELO903RELO904 CR A#114477(2016)RELO901 (N) MODULARCLASSROOM BLDG. CR CR CR RELOCATED(E) RELO.TOILETBLDG. RELO905 DF             CPT-3                    CPT-1  CPT-2     NWE N S 4373 Viewridge Avenue, Suite B San Diego, CA 92123 P: 858.292.7575 944 Calle Amanecer, Suite F San Clemente, CA 92673 P: 949.388.7710 NOVA www.usa-nova.com DRAWING TITLE: PLATE NO. 0 80' 160' DATE: DRAWN BY: REVIEWED BY: DTJ MS PROJECT NO.: SCALE:1"=80' GEOTECHNICAL MATERIALS SPECIAL INSPECTION DVBE SBE SDVOSB SLBE             ?     CONE PENETRATION TEST CPT-3 AVIARA OAKS ES - CUSD 6900 AMBROSIA LANE, CARLSBAD, CALIFORNIA 2021251 JAN 2023 SUBSURFACE INVESTIGATION MAP 1 OF 2 .5  ½  ½  ½  ½                                        ½    CPT-2ACPT-3 ½  ½  ½ ½                                      CPT-3                            ½  ½         CPT-1 4373 Viewridge Avenue, Suite B San Diego, CA 92123 P: 858.292.7575 944 Calle Amanecer, Suite F San Clemente, CA 92673 P: 949.388.7710 NOVA www.usa-nova.com DRAWING TITLE: 0 80'160' GEOTECHNICAL MATERIALS SPECIAL INSPECTION DVBE SBE SDVOSB SLBE         ? PLATE NO. DATE: DRAWN BY: REVIEWED BY: DTJ MS PROJECT NO.: SCALE:1"=80' AVIARA OAKS ES - CUSD 6900 AMBROSIA LANE, CARLSBAD, CALIFORNIA 2021251 JAN 2023 GEOLOGIC CROSS-SECTIONS 2 OF 2 ------ -✓----/ -/ -/ .,..,..,. ----------- l (210–VI–NEH, January 2009) United States Department of Agriculture Natural Resources Conservation Service Part 630 Hydrology National Engineering Handbook Chapter 7 Hydrologic Soil Groups Rain clouds Cloud formation Precipitation Transpiration from soil from ocean Transpir atio n Ocean Ground water Rock Deep percolation Soil Percolation Infiltration Surface r u n o f f E v a p oratio n fro m vegetation from streams Evaporation ~\ 1 / /1;;:-_ ..::::::,; ---- 'l/11\f ~r<F>7 . . . -------=---~ 7–1(210–VI–NEH, January 2009) Chapter 7 Hydrologic Soil Groups 630.0700 Introduction This chapter defines four hydrologic soil groups, or HSGs, that, along with land use, management prac- tices, and hydrologic conditions, determine a soil's associated runoff curve number (NEH630.09). Runoff curve numbers are used to estimate direct runoff from rainfall (NEH630.10). A map unit is a collection of areas defined and named the same in terms of their soil components or miscel- laneous areas or both (NSSH 627.03). Soil scientists assign map unit components to hydrologic soil groups. Map unit components assigned to a specific hydrologic soil group have similar physical and runoff charac- teristics. Soils in the United States, its territories, and Puerto Rico have been assigned to hydrologic soil groups. The assigned groups can be found by consult- ing the Natural Resources Conservation Service’s (NRCS) Field Office Technical Guide; published soil survey data bases; the NRCS Soil Data Mart Web site (http://soildatamart.nrcs.usda.gov/); and/or the Web Soil Survey Web site (http://websoilsurvey.nrcs.usda. gov/). The NRCS State soil scientist should be contacted if a soil survey does not exist for a given area or where the soils within a watershed have not been assigned to hydrologic groups. 630.0701 Hydrologic soil groups Soils were originally assigned to hydrologic soil groups based on measured rainfall, runoff, and infil- trometer data (Musgrave 1955). Since the initial work was done to establish these groupings, assignment of soils to hydrologic soil groups has been based on the judgment of soil scientists. Assignments are made based on comparison of the characteristics of unclas- sified soil profiles with profiles of soils already placed into hydrologic soil groups. Most of the groupings are based on the premise that soils found within a climatic region that are similar in depth to a restrictive layer or water table, transmission rate of water, texture, struc- ture, and degree of swelling when saturated, will have similar runoff responses. The classes are based on the following factors: s INTAKEANDTRANSMISSIONOFWATERUNDERTHECON- ditions of maximum yearly wetness (thoroughly wet) s SOILNOTFROZEN s BARESOILSURFACE s MAXIMUMSWELLINGOFEXPANSIVECLAYS The slope of the soil surface is not considered when assigning hydrologic soil groups. In its simplest form, hydrologic soil group is deter- mined by the water transmitting soil layer with the lowest saturated hydraulic conductivity and depth to any layer that is more or less water impermeable (such as a fragipan or duripan) or depth to a water table (if present). The least transmissive layer can be any soil horizon that transmits water at a slower rate relative to those horizons above or below it. For example, a layer having a saturated hydraulic conductivity of 9.0 micrometers per second (1.3 inches per hour) is the least transmissive layer in a soil if the layers above and below it have a saturated hydraulic conductivity of 23 micrometers per second (3.3 inches per hour). Water impermeable soil layers are among those types of layers recorded in the component restriction table of the National Soil Information System (NASIS) database. The saturated hydraulic conductivity of an impermeable or nearly impermeable layer may range Part 630 National Engineering Handbook Hydrologic Soil GroupsChapter 7 7–2 (210–VI–NEH, January 2009) from essentially 0 micrometers per second (0 inches per hour) to 0.9 micrometers per second (0.1 inches per hour). For simplicity, either case is considered im- permeable for hydrologic soil group purposes. In some cases, saturated hydraulic conductivity (a quantitative- ly measured characteristic) data are not always readily available or obtainable. In these situations, other soil properties such as texture, compaction (bulk density), strength of soil structure, clay mineralogy, and organic matter are used to estimate water movement. Table 7–1 relates saturated hydraulic conductivity to hydro- logic soil group. The four hydrologic soil groups (HSGs) are described as: Group A—Soils in this group have low runoff poten- tial when thoroughly wet. Water is transmitted freely through the soil. Group A soils typically have less than 10 percent clay and more than 90 percent sand or gravel and have gravel or sand textures. Some soils having loamy sand, sandy loam, loam or silt loam textures may be placed in this group if they are well aggregated, of low bulk density, or contain greater than 35 percent rock fragments. The limits on the diagnostic physical characteristics of group A are as follows. The saturated hydraulic con- ductivity of all soil layers exceeds 40.0 micrometers per second (5.67 inches per hour). The depth to any water impermeable layer is greater than 50 centime- ters [20 inches]. The depth to the water table is greater than 60 centimeters [24 inches]. Soils that are deeper than 100 centimeters [40 inches] to a water imperme- able layer and a water table are in group A if the satu- rated hydraulic conductivity of all soil layers within 100 centimeters [40 inches] of the surface exceeds 10 micrometers per second (1.42 inches per hour). Group B—Soils in this group have moderately low runoff potential when thoroughly wet. Water transmis- sion through the soil is unimpeded. Group B soils typi- cally have between 10 percent and 20 percent clay and 50 percent to 90 percent sand and have loamy sand or sandy loam textures. Some soils having loam, silt loam, silt, or sandy clay loam textures may be placed in this group if they are well aggregated, of low bulk density, or contain greater than 35 percent rock frag- ments. The limits on the diagnostic physical characteristics of group B are as follows. The saturated hydraulic conductivity in the least transmissive layer between the surface and 50 centimeters [20 inches] ranges from 10.0 micrometers per second (1.42 inches per hour) to 40.0 micrometers per second (5.67 inches per hour). The depth to any water impermeable layer is greater than 50 centimeters [20 inches]. The depth to the water table is greater than 60 centimeters [24 inches]. Soils that are deeper than 100 centimeters [40 inches] to a water impermeable layer and a water table are in group B if the saturated hydraulic conductivity of all soil layers within 100 centimeters [40 inches] of the surface exceeds 4.0 micrometers per second (0.57 inches per hour) but is less than 10.0 micrometers per second (1.42 inches per hour). Group C—Soils in this group have moderately high runoff potential when thoroughly wet. Water transmis- sion through the soil is somewhat restricted. Group C soils typically have between 20 percent and 40 percent clay and less than 50 percent sand and have loam, silt loam, sandy clay loam, clay loam, and silty clay loam textures. Some soils having clay, silty clay, or sandy clay textures may be placed in this group if they are well aggregated, of low bulk density, or contain greater than 35 percent rock fragments. The limits on the diagnostic physical characteristics of group C are as follows. The saturated hydraulic conductivity in the least transmissive layer between the surface and 50 centimeters [20 inches] is between 1.0 micrometers per second (0.14 inches per hour) and 10.0 micrometers per second (1.42 inches per hour). The depth to any water impermeable layer is greater than 50 centimeters [20 inches]. The depth to the water table is greater than 60 centimeters [24 inches]. Soils that are deeper than 100 centimeters [40 inches] to a restriction and a water table are in group C if the saturated hydraulic conductivity of all soil lay- ers within 100 centimeters [40 inches] of the surface exceeds 0.40 micrometers per second (0.06 inches per hour) but is less than 4.0 micrometers per second (0.57 inches per hour). Group D—Soils in this group have high runoff poten- tial when thoroughly wet. Water movement through the soil is restricted or very restricted. Group D soils typically have greater than 40 percent clay, less than 50 percent sand, and have clayey textures. In some areas, they also have high shrink-swell potential. All soils with a depth to a water impermeable layer less than 50 centimeters [20 inches] and all soils with a water table if the saturated hydraulic conductivity of all soil lay- ers within 100 centimeters [40 inches] of the surface exceeds 0.40 micrometers per second (0.06 inches per hour) but is less than 4.0 micrometers per second (0.57 inches per hour). Soils that are deeper than 100 centimeters [40 inches] to a restriction and a water table are in group C i 7–3(210–VI–NEH, January 2009) Part 630 National Engineering Handbook Hydrologic Soil GroupsChapter 7 within 60 centimeters [24 inches] of the surface are in this group, although some may have a dual classifica- tion, as described in the next section, if they can be adequately drained. The limits on the physical diagnostic characteristics of group D are as follows. For soils with a water im- permeable layer at a depth between 50 centimeters and 100 centimeters [20 and 40 inches], the saturated hydraulic conductivity in the least transmissive soil layer is less than or equal to 1.0 micrometers per sec- ond (0.14 inches per hour). For soils that are deeper than 100 centimeters [40 inches] to a restriction or water table, the saturated hydraulic conductivity of all soil layers within 100 centimeters [40 inches] of the surface is less than or equal to 0.40 micrometers per second (0.06 inches per hour). Dual hydrologic soil groups—Certain wet soils are placed in group D based solely on the presence of a water table within 60 centimeters [24 inches] of the surface even though the saturated hydraulic conduc- tivity may be favorable for water transmission. If these soils can be adequately drained, then they are assigned to dual hydrologic soil groups (A/D, B/D, and C/D) based on their saturated hydraulic conductivity and the water table depth when drained. The first letter applies to the drained condition and the second to the undrained condition. For the purpose of hydrologic soil group, adequately drained means that the seasonal high water table is kept at least 60 centimeters [24 inches] below the surface in a soil where it would be higher in a natural state. Matrix of hydrologic soil group assignment criteria—The decision matrix in table 7–1 can be used to determine a soil’s hydrologic soil group. If saturated hydraulic conductivity data are available and deemed to be reliable, then these data, along with water table depth information, should be used to place the soil into the appropriate hydrologic soil group. If these data are not available, the hydrologic soil group is determined by observing the properties of the soil in the field. Factors such as texture, compaction (bulk density), strength of soil structure, clay mineralogy, and organic matter are considered in estimating the hydraulic conductivity of each layer in the soil profile. The depth and hydraulic conductivity of any water im- permeable layer and the depth to any high water table are used to determine correct hydrologic soil group for the soil. The property that is most limiting to water movement generally determines the soil’s hydrologic group. In anomalous situations, when adjustments to hydrologic soil group become necessary, they shall be made by the NRCS State soil scientist in consultation with the State conservation engineer. Part 630 National Engineering Handbook Hydrologic Soil GroupsChapter 7 7–4 (210–VI–NEH, January 2009) Table 7–1 Criteria for assignment of hydrologic soil group (HSG) 1/ An impermeable layer has a Ksat less than 0.01 μm/s [0.0014 in/h] or a component restriction of fragipan; duripan; petrocalcic; orstein; petrogypsic; cemented horizon; densic material; placic; bedrock, paralithic; bedrock, lithic; bedrock, densic; or permafrost. 2/ High water table during any month during the year. 3/ Dual HSG classes are applied only for wet soils (water table less than 60 cm [24 in]). If these soils can be drained, a less restrictive HSG can be assigned, depending on the Ksat. Depth to water impermeable layer 1/ Depth to high water table 2/ Ksat of least transmissive layer in depth range Ksat depth range HSG 3/ <50 cm [<20 in]———D 50 to 100 cm [20 to 40 in] <60 cm [<24 in] >40.0 μm/s (>5.67 in/h) 0 to 60 cm [0 to 24 in]A/D >10.0 to ≤40.0 μm/s (>1.42 to ≤5.67 in/h) 0 to 60 cm [0 to 24 in]B/D >1.0 to ≤10.0 μm/s (>0.14 to ≤1.42 in/h) 0 to 60 cm [0 to 24 in]C/D ≤1.0 μm/s (≤0.14 in/h) 0 to 60 cm [0 to 24 in]D ≥60 cm [≥24 in] >40.0 μm/s (>5.67 in/h) 0 to 50 cm [0 to 20 in]A >10.0 to ≤40.0 μm/s (>1.42 to ≤5.67 in/h) 0 to 50 cm [0 to 20 in]B >1.0 to ≤10.0 μm/s (>0.14 to ≤1.42 in/h) 0 to 50 cm [0 to 20 in]C ≤1.0 μm/s (≤0.14 in/h) 0 to 50 cm [0 to 20 in]D >100 cm [>40 in] <60 cm [<24 in] >10.0 μm/s (>1.42 in/h) 0 to 100 cm [0 to 40 in]A/D >4.0 to ≤10.0 μm/s (>0.57 to ≤1.42 in/h) 0 to 100 cm [0 to 40 in]B/D >0.40 to ≤4.0 μm/s (>0.06 to ≤0.57 in/h) 0 to 100 cm [0 to 40 in]C/D ≤0.40 μm/s (≤0.06 in/h) 0 to 100 cm [0 to 40 in]D 60 to 100 cm [24 to 40 in] >40.0 μm/s (>5.67 in/h) 0 to 50 cm [0 to 20 in]A >10.0 to ≤40.0 μm/s (>1.42 to ≤5.67 in/h) 0 to 50 cm [0 to 20 in]B >1.0 to ≤10.0 μm/s (>0.14 to ≤1.42 in/h) 0 to 50 cm [0 to 20 in]C ≤1.0 μm/s (≤0.14 in/h) 0 to 50 cm [0 to 20 in]D >100 cm [>40 in] >10.0 μm/s (>1.42 in/h) 0 to 100 cm [0 to 40 in]A >4.0 to ≤ 10.0 μm/s (>0.57 to ≤1.42 in/h) 0 to 100 cm [0 to 40 in]B 0 to 100 cm [0 to 40 in]C>0.40 to ≤4.0 μm/s (>0.06 to ≤0.57 in/h) ≤0.40 μm/s (≤0.06 in/h) 0 to 100 cm [0 to 40 in]D I ---I 7–5(210–VI–NEH, January 2009) Part 630 National Engineering Handbook Hydrologic Soil GroupsChapter 7 630.0702 Disturbed soils As a result of construction and other disturbances, the soil profile can be altered from its natural state and the listed group assignments generally no longer apply, nor can any supposition based on the natural soil be made that will accurately describe the hydro- logic properties of the disturbed soil. In these circum- stances, an onsite investigation should be made to determine the hydrologic soil group. A general set of guidelines for estimating saturated hydraulic conduc- tivity from field observable characteristics is presented in the Soil Survey Manual (Soil Survey Staff 1993). 630.0703 References Musgrave, G.W. 1955. How much of the rain enters the soil? In Water: U.S. Department of Agriculture. Yearbook. Washington, DC. pp. 151–159. Nielsen, R.D., and A.T. Hjelmfelt. 1998. Hydrologic soil group assessment. Water Resources Engineering 98. In Abt, Young-Pezeshk, and Watson (eds.), Proc. of Internat. Water Resources Eng. Conf., Am. Soc. Civil Engr: pp. 1297–1302. Rawls, W.J., and D.L. Brakensiek. 1983. A procedure to predict Green-Ampt infiltration parameters. In Advances in infiltration. Proc. of the National Con- ference on Advances in Infiltration. Chicago, IL. U.S. Department of Agriculture, Natural Resources Conservation Service. 1993. Soil Survey Manual. Agricultural Handbook No. 18, chapter 3. U.S. Government Printing Office, Washington, DC. U.S. Department of Agriculture, Natural Resources Conservation Service. 1993. National Engineering Handbook, title 210–VI. Part 630, chapters 9 and 10. Washington, DC. Available online at http://di- rectives.sc.egov.usda.gov/. U.S. Department of Agriculture, Natural Resources Conservation Service. 2005. National Soil Sur- vey Handbook, title 430–VI. Washington, DC. Available online at http://soils.usda.gov/techni- cal/handbook/. Category # Description i ii iii Units 1 Drainage Basin ID or Name DMA1 DMA2 DMA3 unitless 2 85th Percentile 24-hr Storm Depth 0.60 0.60 0.60 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 187,040 52,290 3,150 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) 126,940 75,050 1,030 sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) 6,300 3,000 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 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 320,280 130,340 4,180 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.65 0.54 0.75 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.65 0.54 0.75 unitless 26 Initial Design Capture Volume 10,409 3,519 157 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 0 sq-ft 28 Total Pervious Dispersion Area 0 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.65 0.54 0.75 unitless 32 Design Capture Volume After Dispersion Techniques 10,409 3,519 157 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.65 0.54 0.75 unitless 36 Final Effective Tributary Area 208,182 70,384 3,135 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 10,409 3,519 157 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 Units 1 Drainage Basin ID or Name DMA1 DMA2 DMA3 unitless 2 85th Percentile Rainfall Depth 0.60 0.60 0.60 inches 3 Predominant NRCS Soil Type Within BMP Location C C C unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted Restricted Restricted unitless 5 Nature of Restriction Slopes Slopes Slopes unitless 6 Do Minimum Retention Requirements Apply to this Project? Yes Yes Yes yes/no 7 Are Habitable Structures Greater than 9 Stories Proposed? No No No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis? Yes Yes Yes yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer 0.000 0.000 0.000 in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 0.000 0.000 in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 4.5% 4.5% 4.5% percentage 12 Fraction of DCV Requiring Retention 0.02 0.02 0.02 ratio 13 Required Retention Volume 208 70 3 cubic-feet False False Automated Worksheet B.2: Retention Requirements (V2.0) Advanced Analysis Basic Analysis Result No Warning Messages SEE THE SUPPLEMENTAL DOCUMENTATION AND ANALYSIS WITHIN ATTACHMENT 1 FOR HYDROLOGIC SOILS GROUP DETERMINATION TOTAL RETENTION PROVIDED BY BMP-1 AND BMP-2: 1,999 CF 1,999 CF > 281 CF ADEQUATE RETENTION IS PROVIDED Category # Description i ii iii Units 1 Drainage Basin ID or Name DMA1 DMA2 DMA3 sq-ft 2 Design Infiltration Rate Recommended 0.000 0.000 0.000 in/hr 3 Design Capture Volume Tributary to BMP 10,409 3,519 157 cubic-feet 4 Is BMP Vegetated or Unvegetated?Vegetated Vegetated Vegetated unitless 5 Is BMP Impermeably Lined or Unlined?Lined Lined Lined unitless 6 Does BMP Have an Underdrain?Underdrain Underdrain Underdrain unitless 7 Does BMP Utilize Standard or Specialized Media?Standard Standard Specialized unitless 8 Provided Surface Area 6,300 3,000 sq-ft 9 Provided Surface Ponding Depth 9 6 inches 10 Provided Soil Media Thickness 21 21 inches 11 Provided Gravel Thickness (Total Thickness)15 15 inches 12 Underdrain Offset 3 3 inches 13 Diameter of Underdrain or Hydromod Orifice (Select Smallest)2.50 1.00 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 cubic-feet 19 Ponding Pore Space Available for Retention 0.00 0.00 0.00 unitless 20 Soil Media Pore Space Available for Retention 0.05 0.05 0.05 unitless 21 Gravel Pore Space Available for Retention (Above Underdrain)0.00 0.00 0.00 unitless 22 Gravel Pore Space Available for Retention (Below Underdrain)0.40 0.40 0.40 unitless 23 Effective Retention Depth 2.25 2.25 0.00 inches 24 Fraction of DCV Retained (Independent of Drawdown Time)0.11 0.16 0.00 ratio 25 Calculated Retention Storage Drawdown Time 120 120 0 hours 26 Efficacy of Retention Processes 0.13 0.18 0.00 ratio 27 Volume Retained by BMP (Considering Drawdown Time)1,362 637 0 cubic-feet 28 Design Capture Volume Remaining for Biofiltration 9,047 2,882 157 cubic-feet 29 Max Hydromod Flow Rate through Underdrain 0.3025 0.0470 0.0000 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 2.07 0.68 0.00 in/hr 31 Soil Media Filtration Rate per Specifications 5.00 5.00 5.00 in/hr 32 Soil Media Filtration Rate to be used for Sizing 2.07 0.68 0.00 in/hr 33 Depth Biofiltered Over 6 Hour Storm 12.44 4.06 0.00 inches 34 Ponding Pore Space Available for Biofiltration 1.00 1.00 1.00 unitless 35 Soil Media Pore Space Available for Biofiltration 0.20 0.20 0.20 unitless 36 Gravel Pore Space Available for Biofiltration (Above Underdrain)0.40 0.40 0.40 unitless 37 Effective Depth of Biofiltration Storage 18.00 15.00 0.00 inches 38 Drawdown Time for Surface Ponding 49>120 hours 39 Drawdown Time for Effective Biofiltration Depth 9 22 #DIV/0! hours 40 Total Depth Biofiltered 30.44 19.06 0.00 inches 41 Option 1 - Biofilter 1.50 DCV: Target Volume 13,571 4,323 236 cubic-feet 42 Option 1 - Provided Biofiltration Volume 13,571 4,323 0 cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 6,785 2,162 118 cubic-feet 44 Option 2 - Provided Storage Volume 6,785 2,162 0 cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 1.00 1.00 0.00 ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements?Yes Yes No yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor)1.00 1.00 0.00 ratio 48 Deficit of Effectively Treated Stormwater 00-157 cubic-feet Biofiltration Calculations -This BMP does not fully satisfy the performance standards for pollutant control for the drainage area. False -Vegetated BMPs with surface ponding drawdown times over 24 hours must be certified by a landscape architect or agronomist. All BMPs must have a surface ponding drawdown time 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 -Use of specialized or proprietary media requires submittal of supplemental information outlined in Appendix F of the BMPDM. Attention! Retention Calculations Automated Worksheet B.3: BMP Performance (V2.0) False False BMP Inputs SEE SEPARATE CALCULATIONS THAT FOLLOW FOR PROPRIETARY BIOFILTRATION Agriculture 0.10 0.10 0.45 1.00 1.00 1.00 1.00 0.59 1.00 0%Agriculture 00%0%Agriculture 0 0 Commercial 0.80 0.80 0.13 0.16 0.16 0.56 0.48 1.00 0.87 0%Commercial 00%0%Commercial 0 0 Education 0.66 0.50 0.50 0.13 0.20 0.11 0.14 0.25 0.39 0.13 100%Education 0.33 100 %0%Education 0 0 Industrial 0.90 0.90 0.13 0.19 0.15 0.54 0.68 0.89 0.49 0%Industrial 00%0%Industrial 0 0 MultiFamilyResidential 0.60 0.60 0.10 0.13 0.13 0.14 0.15 0.29 0.27 0%MultiFamilyResidentia 00%0%MultiFamilyReside 00 Orchard 0.10 0.10 0.18 0.17 0.67 1.00 1.00 0.59 0.11 0%Orchard 00%0%Orchard 0 0 RuralResidential 0.30 0.30 1.00 0.51 0.14 0.10 0.71 0.13 0.19 0%RuralResidential 00%0%RuralResidential 0 0 SingleFamilyResidential 0.40 0.40 0.13 0.20 0.15 0.27 0.43 0.35 0.63 0%SingleFamilyResidentia 00%0%SingleFamilyReside 00 Transportation 0.90 0.33 0.90 0.11 0.26 0.12 0.53 0.31 0.62 0.12 0%Transportation 00%100%Transportation 0.297 100 Vacant/OpenSpace 0.10 0.10 0.16 0.10 0.10 0.12 0.10 0.10 0.10 0%Vacant/OpenSpace 00%0%Vacant/OpenSpac 00 Water 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0%Water 00%0%Water 0 0 Total 0.66 Ͳ 0.33 Ͳ ͲͲͲͲͲͲͲ 0.33 0.297 0.13 0.20 0.11 0.14 0.25 0.39 0.13 0.11 0.26 0.12 0.53 0.31 0.62 0.12 Ͳ 0.77 0.92 ͲͲͲ1.08 Notes: ACP Ref Effectiveareacompositiongraphicsareforillustrativepurposesonly. TSS TP RelativePollutantConcentrationsbyLandUse3 TN TCu TPb AutomatedSpreadsheetCalculationforWorksheetA.5:LandUseFactorDetermination(Version1.0) LandUseDesignation ACPTributary Characteristics ReferenceTributary Characteristics2 Area (Acres) Runoff Factor1 Area (Acres) Runoff Factor1 TZn FC RelativePollutantConcentrationfor ACPTributary4 RelativePollutantConcentrationfor ReferenceTributary4 LandUseFactor5 *Applicantsmustprovideuserinputforyellowshadedcells.Valuesforallothercellswillbeautomaticallygenerated. 1.RevisionstodefaultrunofffactorsmustbesupportedtothesatisfactionoftheapplicableCopermittee. 2. ApplicantͲImplemented ACPs must identify reference tributary characteristics that are representative of their specific PDP. Independent ACPs must reference Table 2Ͳ3 for appropriate area and runoff factor information applicable to their watershed managementarea. 3. Relative Pollutant Concentrations by Land Use have been identified through examination of available EMC data. Additional information on how these relative concentrations were developed is provided in Appendix BExample:AnACPTributarywith5.25acresofCommercial,1.63AcresofEducation,and2.65acresofTransportationlanduses producesarelativepollutantconcentration0.12forTotalSuspendedSolids(assumesdefaultrunofffactorsareapplied). WatershedManagementArea HydrologicUnit EffectiveAreaCompositionͲ ACPTributary 0%Agriculture 0%Commercial 100%Education 0%Industrial 0%MultiFamilyResidential 0%Orchard 0%RuralResidential 0%SingleFamilyResidential 0%Transportation 0%Vacant/OpenSpace 0%Water EffectiveAreaCompositionͲ ReferenceTributary 0%Agriculture 0%Commercial 0%Education 0%Industrial 0%MultiFamilyResidential 0%Orchard 0%RuralResidential 0%SingleFamilyResidential 100%Transportation 0%Vacant/OpenSpace 0%Water L Factor for the Onsite Alternative Compliance Area = 0.77 Onsite Alternative Compliance Water Quality Equivalency Land Use Factor -- --- --- I I ~ ■ ■ ■ ■ ■ ■ □ □ □ □ □ ■ ■ ■ ■ ■ ■ ■ □ □ □ □ Category # Description iiiUnits 1 Drainage Basin ID or Name Onsite Alt Comp Unmit Area unitless 2 85th Percentile 24-hr Storm Depth 0.60 0.60 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 28,850 14,200 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) 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 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 28,850 14,200 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.90 0.90 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.90 0.90 unitless 26 Initial Design Capture Volume 1,298 639 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 sq-ft 28 Total Pervious Dispersion Area 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.90 0.90 unitless 32 Design Capture Volume After Dispersion Techniques 1,298 639 cubic-feet 33 Total Tree Well Volume Reduction 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.90 0.90 unitless 36 Final Effective Tributary Area 25,965 12,780 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 1,298 639 cubic-feet Dispersion Area Adjustments Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0) Standard Drainage Basin Inputs Dispersion Area, Tree Well & Rain Barrel Inputs (Optional) Initial Runoff Factor Calculation Tree & Barrel Adjustments Results No Warning Messages False False Onsite Alternative Compliance Equivalency Volume: 1,298 CF x 0.77 L-Factor = 1,000 CF 1,000 CF > 639 CF ADEQUATE MITIGATION IS PROVIDED Onsite Alternative Compliance Water Quality Equivalency DCV Calculation Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods for Structural BMPs www.sandiegocounty.gov/stormwater B-7 Effective September 15, 2020 Figure B.1-1: 85th Percentile 24-hour Isopluvial Map PROJECT SITE 0.6 IN rJ ) ii i ·;; : ~. 2 C Q. ::J 0 0 rJ ) o- CI) 0: : c, - CI) C ·- Cl) C ~ C Cl> Il l C. en r. -IO co Appendix J: Offsite Alternative Compliance Requirements and Guidance www.sandiegocounty.gov/stormwater J-15 Effective September 15, 2020 Worksheet J.5-1: Flow-Thru Design Flows BMP-3 4,650 Adjusted Runoff Factor: 0.9(3,690/4,650)+0.30(850/4,650)=0.77 0.77 179 0 179 0.05 1.5 0.025 Yes PROPRIETARY BIOFILTRATION SIZING CALCULATIONS BMP-3 - MODULAR WETLAND MWS-L-4-4-V See below Adjusted Runoff Factor: 0.9(3,150/4,180)+0.30(1,030/4,180)=0.75 4,180 0.75 4,180 155 0.025 0.022 PROPRIETARY BIOFILTRATION SIZING CALCULATIONS BMP-3, MODULAR WETLAND MWS-L-4-4-3'-2"-C YES 1.5 0 2 3 5 Ddicito~Effecti.vdl-Tc 6 CfS lw.itlc:ss 0.20 in/t 9 CFS tuutieu orksheet J.S-1 General • .\. ,-\ppli~nts 1n2~ U$C tli$ "·o: • eet to siic 9ow-thru BUPs .. -\pplicMtS mm pcol"idc i-npu:s for _ elJO'\\• ~h,;1ded cells i:tnd calcul\l~ :1pp,opri ,c nll1C$ for unsru1ded cel!I~. ~o c th.a applicm p,oposing on-site fl<m•-thnt Bi\lP$ n: .st aho im?cm • • ~.n offs.ite lllt'Cinati\· complii1.1'lcc: projc:c to off t the: tlc:ticjt o c: c:c • :-cl~· ucatc:d stonnwi1ter 't'ol . An all ormtc:d v tsiou. of mis ~ 'O( hcc ·s t:t,•~.i.bblc: o d0\i.":1l'"d 9t thc: Cooo o . n ic:go Dcp,rtmc:t t bl c \\'o ·s ""c:bs1tc:. Worksheet J.5-1 Line Item Notes: 0. Popw:1~d pe1 'i; ·orksheet B.1-1 I. Popu111~d pe, \\'o kshccc B.1-1. 2. Pop 9ted pci \'.~o kshcec B..1-1. 3. Popul9~d per ~ortmeet B.2-1. 4. Popul9ted pe1 Re~nllo11911d/01 Biofiltm on tr"9tmem &.teml.llled i11 ,rock.1bee B.3-1 11.nough B.S-3. 5. _. c: -' -Linc 3 6. l:'s 111.putpe i o 11cturel's ·sp«i 1.~tio11 shec . -lioc:5 / Lioc:3 8. De ll.Wt wlue of 0.20 mc:hes ptt hom 9. (u.ne 1/43,SGO) x L.nc 2 xline .. xl.ine 8 10. I , Loe 6 ~ Lit e 9 t:l'!.e,1 "Ye,s"_ I , LL e 6 < .L ill! 9 thc:11 N o". CU R B O P E N I N G CURB OPENING STANDARD DETAIL STORMWATER BIOFILTRATION SYSTEM MWS-L-4-4-3'-2"-C FOR PATENT INFORMATION, GO TO www.ContechES.com/IP SITE SPECIFIC DATA INTERNAL BYPASS DISCLOSURE: PLAN VIEW ELEVATION VIEW RIGHT END VIEW LEFT END VIEW GENERAL NOTES INSTALLATION NOTES PROJECT NUMBER 770052-010 PROJECT NAME AWARA OAKS ELEMENTARY SCHOOL PROJECT LOCATION CARLSBAD, CA STRUCTURE ID TREATMENT REQUIRED VOLUME BASED {CF} FLOW BASED {CFS} N/A 0.025 PEAK BYPASS REQUIRED {CFS} -IF APPLICABLE 1.15 PIPE DATA I.£ MATERIAL DIAMETER INLET PIPE 140.67 PVC 6n OUTLET PIPE 139.34 PVC 8" PRETREATMENT BIOFILTRATION DISCHARGE RIM ELEVATION 142.59 142.59 142.59 SURFACE LOAD PEDESTRIAN N/A PEDESTRIAN FRAME & COVER 24" X 42" OPEN PLANTER N/A WETLANDMEDIA VOLUME {CY} 0.65 ORIFICE SIZE {DIA. INCHES} ¢0.86" NOTES: PRELIMINARY NOT FOR CONSTRUCTION. OUTLET PIPE ADJUSTED FOR PEAK FLOW. OUTLET PIPE ORIENTATION 'ADJUSTED FOR MANUFACTURING CAPABILITIES. "fOR TO VERIFY INLET PIPE ELEVATION. OSA PROJECT 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 MANUFACTURER's SPECIFICATIONS, UNLESS OTHERWISE STATED IN MANUFACTURER's CONTRACT. 2. UNIT MUST BE INSTALLED ON LEVEL BAS£ MANUFACTURER RECOMMENDS A MINIMUM 6" LEVEL ROCK BASE UNLESS SPECIFIED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE FOR VERIFYING PROJECT ENGINEER's RECOMMENDED BASE SPECIRCATIONS. 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 RN/SHED SURFACE UNLESS SPEC/RED 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 CONTECH FOR ACTIVATION OF UNIT. MANUFACTURER'S WARRANTY IS VOID WITHOUT PROPER ACTIVATION BY A CONTECH REPRESENTATIVE 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. ~s ;11 "'... iii I ,.,..-PRE-ALTER ~ II 11/t!RI I ,.. ,! 1 C4RTRIDGE 9. mtt~tttt ttt1 t1 ca.. I t ~/t-.... _--:::1-' 111_--+--'-ll:,.._=-IILPc'\,-' ~ '-OUTLET PIPE / t% SEE NOTES SITE CURBING_,,,,,,, ~ INLET PIPE BY OTHERS ~ SEE NOTES 141.28 ~ ~ ~ ~ / CURB OPENING C/L I -1 142.59 RIM/FG PEAK HGL ~ ' ,.. • .,,rFLOW CONTROL 14fJ,67 IC JF .--·,;; ,A"' RISER -'-:IE~IN:----+---:'-: ~-'.,/: ~ lL ~ ! N .. ,. • . .._:_:-.. : ( l OJ 139.34 I u ........... IE OUT I I 6-~1 1~4•-0·~1 1~6· 7-!==s·-o·~ THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE METHOD TO BE REWEWED AND APPROVED BY THE ENGINEER OF RECORD. HGL(S) AT PEAK FLOW SHALL BE ASSESSED TO ENSURE NO UPSTREAM FLOODING. PEAK HGL AND BYPASS CAPACITY SHOWN ON DRAWING ARE USED FOR GUIDANCE ONLY. PROPRIETARY AND CONFIDENTIAL: 2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO CHANG£ FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS AND ACCESSORIES PLEASE CONTACT CONTECH. TH£ INFORMATION CONTAINED IN THIS OOCUM£NT IS TH£ SOL£ PROPERTY OF CONT£CH ANO llS CO/,IPANl£S. THIS DOCUMENT, NOR ANY PAKT THEREOF, MAY 8£ USED, REPRODUCED OR l,l(){)IRED IN ANY MANNER WfTH OIJT TH£ WRfTT£N CONSENT OF CONT£CH. C(1i NTECH® ENGINEERED SOLUTIONS LLC www.ConlachES.com It ~ --.. .,..,... 6. M/J BASE_...,.._,.. .. ,...,. ,.I IC') TREATMENT FLOW {CFS) OPERA TING HEAD {FT) PRETREATMENT LOADING RATE {GPM/SF} WETLAND MEDIA LOADING RATE {GPM/SF} 0.025 2.1 0.9 0.8 November 2022 GENERAL USE LEVEL DESIGNATION FOR BASIC (TSS) ENHANCED AND PHOSPHORUS TREATMENT For Contech Engineered Solutions, LLC (Contech) Modular Wetlands Linear Ecology’s Decision Based on Modular Wetland Systems, Inc, application submissions, including the Technical Evaluation Report, dated April 1, 2014, Ecology hereby issues the following use level designation: 1. General Use Level Designation (GULD) for the Modular Wetlands Linear Stormwater Treatment System for Basic, Phosphorus, and Enhanced treatment • Sized at a hydraulic loading rate of: • 1 gallon per minute (gpm) per square foot (sq ft) of Wetland Cell Surface Area • Prefilter box (approved at either 22 inches or 33 inches tall) • 3.0 gpm/sq ft of prefilter box surface area for moderate pollutant loading rates (low to medium density residential basins). • 2.1 gpm/sq ft of prefilter box surface area for high pollutant loading rates (commercial and industrial basins). 2. Ecology approves the Modular Wetlands Linear Stormwater Treatment System units for Basic, Phosphorus, and Enhanced treatment at the hydraulic loading rate listed above. Designers shall calculate the water quality design flow rates using the following procedures: • Western Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute water quality treatment design flow rate as calculated using the latest version of the Western Washington Hydrology Model or other Ecology- approved continuous runoff model. W A S H I II G 1 0 I, S T A I E 0 E P A R I I.I E I, I O F ECOLOGY • Eastern Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute water quality treatment design flow rate as calculated using one of the three methods described in Chapter 2.7.6 of the Stormwater Management Manual for Eastern Washington (SWMMEW) or local manual. • Entire State: For treatment installed downstream of detention, the water quality treatment design flow rate is the full 2-year release rate of the detention facility. 3. These use level designations have no expiration date but may be amended or revoked by Ecology, and are subject to the conditions specified below. Ecology’s Conditions of Use Applicants shall comply with the following conditions: 1) Design, assemble, install, operate, and maintain the Modular Wetlands Linear Stormwater Treatment System units, in accordance with Contech’s. applicable manuals and documents and the Ecology Decision. 2) Each site plan must undergo Contech review and approval before site installation. This ensures that site grading and slope are appropriate for use of a Modular Wetlands Linear Stormwater Treatment System unit. 3) Modular Wetlands Linear Stormwater Treatment System media shall conform to the specifications submitted to and approved by Ecology. 4) The applicant tested the Modular Wetlands Linear Stormwater Treatment System with an external bypass weir. This weir limited the depth of water flowing through the media, and therefore the active treatment area, to below the root zone of the plants. This GULD applies to Modular Wetlands Linear Stormwater Treatment Systems whether plants are included in the final product or not. 5) Maintenance: The required maintenance interval for stormwater treatment devices is often dependent upon the degree of pollutant loading from a particular drainage basin. Therefore, Ecology does not endorse or recommend a “one size fits all” maintenance cycle for a particular model/size of stormwater treatment technology. • Typically, Contech designs Modular Wetland systems for a target prefilter media life of 6 to 12 months. • Indications of the need for maintenance include effluent flow decreasing to below the design flow rate or decrease in treatment below required levels. • Owners/operators must inspect Modular Wetland systems for a minimum of twelve months from the start of post-construction operation to determine site-specific maintenance schedules and requirements. You must conduct inspections monthly during the wet season, and every other month during the dry season (According to the SWMMWW, the wet season in western Washington is October 1 to April 30. According to the SWMMEW, the wet season in eastern Washington is October 1 to June 30). After the first year of operation, owners/operators must conduct inspections based on the findings during the first year of inspections. • Conduct inspections by qualified personnel, follow manufacturer’s guidelines, and use methods capable of determining either a decrease in treated effluent flowrate and/or a decrease in pollutant removal ability. • When inspections are performed, the following findings typically serve as maintenance triggers: • Standing water remains in the vault between rain events, or • Bypass occurs during storms smaller than the design storm. • If excessive floatables (trash and debris) are present (but no standing water or excessive sedimentation), perform a minor maintenance consisting of gross solids removal, not prefilter media replacement. • Additional data collection will be used to create a correlation between pretreatment chamber sediment depth and pre-filter clogging (see Issues to be Addressed by the Company section below) 6) Discharges from the Modular Wetlands Linear Stormwater Treatment System units shall not cause or contribute to water quality standards violations in receiving waters. Applicant: Contech Engineered Solutions, LLC Applicant’s Address: 11815 NE Glenn Widing Dr. Portland, OR 97220 Application Documents: Original Application for Conditional Use Level Designation, Modular Wetland System, Linear Stormwater Filtration System Modular Wetland Systems, Inc., January 2011 Quality Assurance Project Plan: Modular Wetland System – Linear Treatment System Performance Monitoring Project, draft, January 2011 Revised Application for Conditional Use Level Designation, Modular Wetland System, Linear Stormwater Filtration System Modular Wetland Systems, Inc., May 2011 Memorandum: Modular Wetland System-Linear GULD Application Supplementary Data, April 2014 Technical Evaluation Report: Modular Wetland System Stormwater Treatment System Performance Monitoring, April 2014 Applicant’s Use Level Request: • General Use Level Designation as a Basic, Enhanced, and Phosphorus treatment device in accordance with Ecology’s Guidance for Evaluating Emerging Stormwater Treatment Technologies Technology Assessment Protocol – Ecology (TAPE) January 2011 Revision. Applicant’s Performance Claims: • The Modular Wetlands Linear is capable of removing a minimum of 80-percent of TSS from stormwater with influent concentrations between 100 and 200 mg/L. • The Modular Wetlands Linear is capable of removing a minimum of 50-percent of total phosphorus from stormwater with influent concentrations between 0.1 and 0.5 mg/L. • The Modular Wetlands Linear is capable of removing a minimum 30-percent of dissolved copper from stormwater with influent concentrations between 0.005 and 0.020 mg/L. • The Modular Wetlands Linear is capable of removing a minimum 60-percent of dissolved zinc from stormwater with influent concentrations between 0.02 and 0.30 mg/L. Ecology’s Recommendations: • Contech has shown Ecology, through laboratory and field-testing, that the Modular Wetlands Linear Stormwater Treatment System filter system is capable of attaining Ecology’s Basic, Phosphorus, and Enhanced treatment goals. Findings of Fact: Laboratory Testing The Modular Wetlands Linear Stormwater Treatment System has the: • Capability to remove 99 percent of total suspended solids (using Sil-Co-Sil 106) in a quarter-scale model with influent concentrations of 270 mg/L. • Capability to remove 91 percent of total suspended solids (using Sil-Co-Sil 106) in laboratory conditions with influent concentrations of 84.6 mg/L at a flow rate of 3.0 gpm per square foot of media. • Capability to remove 93 percent of dissolved Copper in a quarter-scale model with influent concentrations of 0.757 mg/L. • Capability to remove 79 percent of dissolved Copper in laboratory conditions with influent concentrations of 0.567 mg/L at a flow rate of 3.0 gpm per square foot of media. • Capability to remove 80.5-percent of dissolved Zinc in a quarter-scale model with influent concentrations of 0.95 mg/L at a flow rate of 3.0 gpm per square foot of media. • Capability to remove 78-percent of dissolved Zinc in laboratory conditions with influent concentrations of 0.75 mg/L at a flow rate of 3.0 gpm per square foot of media. Field Testing • Modular Wetland Systems, Inc. conducted monitoring of an MWS-Linear (Model # MWS-L-4-13) from April 2012 through May 2013, at a transportation maintenance facility in Portland, Oregon. The manufacturer collected flow-weighted composite samples of the system’s influent and effluent during 28 separate storm events. The system treated approximately 75 percent of the runoff from 53.5 inches of rainfall during the monitoring period. The applicant sized the system at 1 gpm/sq ft. (wetland media) and 3gpm/sq ft. (prefilter). • Influent TSS concentrations for qualifying sampled storm events ranged from 20 to 339 mg/L. Average TSS removal for influent concentrations greater than 100 mg/L (n=7) averaged 85 percent. For influent concentrations in the range of 20-100 mg/L (n=18), the upper 95 percent confidence interval about the mean effluent concentration was 12.8 mg/L. • Total phosphorus removal for 17 events with influent TP concentrations in the range of 0.1 to 0.5 mg/L averaged 65 percent. A bootstrap estimate of the lower 95 percent confidence limit (LCL95) of the mean total phosphorus reduction was 58 percent. • The lower 95 percent confidence limit of the mean percent removal was 60.5 percent for dissolved zinc for influent concentrations in the range of 0.02 to 0.3 mg/L (n=11). The lower 95 percent confidence limit of the mean percent removal was 32.5 percent for dissolved copper for influent concentrations in the range of 0.005 to 0.02 mg/L (n=14) at flow rates up to 28 gpm (design flow rate 41 gpm). Laboratory test data augmented the data set, showing dissolved copper removal at the design flow rate of 41 gpm (93 percent reduction in influent dissolved copper of 0.757 mg/L). Issues to be addressed by the Company: 1. Contech should collect maintenance and inspection data for the first year on all installations in the Northwest in order to assess standard maintenance requirements for various land uses in the region. Contech should use these data to establish required maintenance cycles. 2. Contech should collect pre-treatment chamber sediment depth data for the first year of operation for all installations in the Northwest. Contech will use these data to create a correlation between sediment depth and pre-filter clogging. Technology Description: Download at https://www.conteches.com/modular-wetlands Contact Information: Applicant: Jeremiah Lehman Contech Engineered Solutions, LLC 11815 NE Glenn Widing Dr. Portland, OR 97220 Jeremiah.Lehman@ContechES.com Applicant website: http://www.conteches.com Ecology web link: http://www.ecy.wa.gov/programs/wg/stormwater/newtech/index.html Ecology: Douglas C. Howie, P.E. Department of Ecology Water Quality Program (360) 870-0983 douglas.howie@ecy.wa.gov Revision History Date Revision June 2011 Original use-level-designation document September 2012 Revised dates for TER and expiration January 2013 Modified Design Storm Description, added Revision Table, added maintenance discussion, modified format in accordance with Ecology standard December 2013 Updated name of Applicant April 2014 Approved GULD designation for Basic, Phosphorus, and Enhanced treatment December 2015 Updated GULD to document the acceptance of MWS – Linear Modular Wetland installations with or without the inclusion of plants July 2017 Revised Manufacturer Contact Information (name, address, and email) December 2019 Revised Manufacturer Contact Address July 2021 Added additional prefilter sized at 33 inches August 2021 Changed “Prefilter” to “Prefilter box” November 2022 Changed Contacts to Contech ES ATTACHMENT 2 BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES [This is the cover sheet for Attachment 2.] Indicate which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 2a Hydromodification Management Exhibit (Required) Included See Hydromodification Management Exhibit Checklist on the back of this Attachment cover sheet. Attachment 2b Management of Critical Coarse Sediment Yield Areas (WMAA Exhibit is required, additional analyses are optional) See Section 6.2 of the BMP Design Manual. Exhibit showing project drainage boundaries marked on WMAA Critical Coarse Sediment Yield Area Map (Required) Optional analyses for Critical Coarse Sediment Yield Area Determination Appendix H.6.1 Verification of Geomorphic Landscape Units Onsite Appendix H.7 Downstream Systems Sensitivity to Coarse Sediment Attachment 2c Geomorphic Assessment of Receiving Channels (Optional) See Section 6.3.4 of the BMP Design Manual. Not performed Included Attachment 2d Flow Control Facility Design and Structural BMP Drawdown Calculations (Required) See Chapter 6 and Appendix G of the BMP Design Manual Included Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit: The Hydromodification Management Exhibit must identify: Underlying hydrologic soil group Approximate depth to groundwater Existing natural hydrologic features (watercourses, seeps, springs, wetlands) Critical coarse sediment yield areas to be protected (if present) Existing topography Existing and proposed site drainage network and connections to drainage offsite Proposed grading Proposed impervious features Proposed design features and surface treatments used to minimize imperviousness Point(s) of Compliance (POC) for Hydromodification Management Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions) Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) 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 SD SD SD SD SD SD SD SDSDSDSD SD SD SD SD S D SD SD SD SD W W W W W W W W W W SD S D SD SD SD S D SD SD SD SD SD S D 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 CO M M COMM COMM COMM COMM COMM COMM COMM COMM E E E E E E E E E E E E E IRR IR R IR R IRR IRR IRR IRR IRR IRR IRR IRR IR R I R R IR R IRR IRR IRR IRR IR R IR R IRR IR R IRR IR R IRRIRR IRR IRR IR R IR R IR R IR R I R R I R R IRR IR R IR R IRR IR R IR R IR R IR R IR R IR R G G G E COMM COMM E E COM M CO M M E CO M M CO M M E E E E EE E E E E E COMM COMM C O M M COMM E E E E E ECOMM CO M M C O M M E E CO M M G G G G G E E E E EECOMMCOMM E E E E E E E E E E E E E E E IR R IR R IR R IRR IRR EE G G G G G G G G G E EE IRR IR R IR R IRR IRRIRR CO M M COMM COMM CO M M E E E E E E E E G G C O M M C O M M COMM E E E E E G G G G G G E G G G G G E E G G G (151) (150) (149) (148) (147) (146) (145) (140) (151) (150) (145) (153) (154) (155) (160) (160) (155) (154) (150) (155) (15 5 ) (15 4 ) (15 3 ) (15 2 ) (15 1 ) (1 5 0 ) (155 ) (156)(157)(158) (15 4 ) (155) (153) (154)(155) (160) N 0 0 ° 2 0 ' 2 2 " W 2 9 3 . 7 1 ' (156) (150)(150) 41.8% AVIAR A P A R K W A Y PROPERTY LINE PROPERTY LINE NON DISTURBED AREA NON DISTURBED AREA NON DISTURBED AREA HYDROMODIFICATION POINT OF COMPLIANCE, POC1 EXIST CURB INLET CITY OF CARLSBAD GIS LINEWORK FOR PUBLIC STORM DRAIN A M B R O S I A L A N E HMP EXHIBIT-PRE-PROJECT SD DMA AREA ID {SF) DMA SURFACE TYPE {SF) 1o 39,490 39,490 EXISTING PER'v1CJUS AREA 1 b 280,790 14,320 EXISTING IMPERV10US AREA 266,4 70 EXISTING PERl/1 CJUS AREA 2 130,340 130,340 EXISTING PERV1CJUS AREA 3 4,180 4,180 EXISTING PER'v1CJUS AREA NOTE: WTI, TI,E EXCEPTION OF IMPERV1CJUS AREA TI,AT REMAINS IN TI,E POST-PROJECT CONDITION, EXISTING IMPER'v1CJUS AREA IS CALCULATED AS PERV10US TO REPRESENT TI,E PRE-DE'vELOPMENT CONDITION NOTES: 1. SITE IS UNDERLAIN BY HYDROLOGIC SOIL GROUP TYPE C 2. GROUNDWATER WAS NOT FOUND DURING GEO TECHNICAL EXPLORATION, DEPTH > 20 FT. GROUNDWATER NOT CONSIDERED TO BE A FACTOR IN SITE DEVELOPMENT. 3. NO CRITICAL COARSE SEDIMENT YIELD AREAS EXIST WITHIN THE PROPOSED DEVELOPMENT AREA, SEE ATTACHMENT 2b / / / 25 0 25 SO SCALE: 1 • = 50' IMAGERY SOURCE: GOOGLE EARTH, IMAGERY DATE 8/17 /19 TORY R. WALKER ENGINEERING 122 Civic Center Drive, Suite 206 Vista, CA 92084 - I I LEGEND EXISTING CONTOUR EXISTING STORM DRAIN EXISTING PAVING/BUILDING TO REMAIN IN PROPOSED CONDITION (IMPERVIOUS) EXISTING IMPERVIOUS AREA, TREATED AS PERVIOUS FOR ON-SITE ALT COMPLIANCE (14,530 SF) DMA BOUNDARY FLOW DIRECTION FLOW PATH ....__,:,o - - --- C::, ----+-- OCTOBER 20, 2023 FOR AVIARA OAKS ELEMENTARY SCHOOL PH PH 10' 10' 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 SD SD SD SD SD SD SD SD SD SD SD SD SD SDSDSDSD SD SD SD SD SD SD SD S D SD SD SD SD SD SD SD W W W W W W W W W W W SD SD G SD SDSDSD SD SD SD SD SD SD SD SD SD SD S D S D S D SD SD SD SD SD SD SD SD SD SD S D S D S D SD SD SD SD SD SD SD SD SD SD SD SD SD 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 CO M M CO M M COMM COMM COMM COMM COMM COMM COMM COMM COMM COMM E E E E E E E E E E E E E E E E E IRR IR R IR R IR R IRR IRR IRR IRR IRR IRR IRR IRR IRR IR R IR R I R R IR R IRR IRR IRR IRR IRR IRR IR R IR R IRR IRR IRR IRR IR R IR R IRRIRRIRR IRR IR R IRR IRR IR R IR R IR R IR R I R R IRR IRR IR R IR R IRR IR R IR R IR R IR R IR R IR R IR R IR R G G E COMM COMM COMM G E E COM M CO M M E E E CO M M CO M M E E E E EEE EE E E E E E COMM COMM C O M M COMM COMM E E E E E E E ECOMM CO M M C O M M E E CO M M CO M M E G G G G G G E E E E E E ECOMM COMM E E E E E E E E E E E E E E E E E E IR R IR R IR R IR R IR R IRR EEE G G G G G G G G G G G E EE IRR IR R IR R IRR IR R IRRIRR CO M M CO M M COMM CO M M CO M M E E E E E E E E E E G G G G C O M M C O M M C O M M COMM E E E E E E CO M M G G G G G G G E G G G G G CO M M E G G G G E E E G G G SD (151) (150) (149) (148) (147) (146) (145) (140) (151) (150) (145) (153) (154) (155) (160) (160) (155) (154) (150) (155) (1 5 5 ) (1 5 4 ) (1 5 3 ) (15 2 ) (15 1 ) (1 5 0 ) (15 5 ) (156)(157)(158) (1 5 4 ) (155) (153) (154) (155) (160) (156) (150)(150) SD S D S D 167 164 164 165 166 162 162 161 160 16 0 15 9 163 145 146 145 147 148 149 150 151 152 153 154 155 156 161 160 16 1 162 159 158 161 161 160 142 143 144 162 162 163 163 163 164 163 163 164 165 164 165 158 160 160 146 147 145 149 150 151 149 148 150 152 153 154 155 156 158 159 158 160 159 161 160 160 165 162 159 159 159 15 9 159 156 155 154 153 152 151 150 149 148 147 158 15 8 158 15 8 158 157 155 154 151 152 153 154 150 148 157 153 154 155 155 156 150 145 14 8 147 147 147 147 148 146 146 145 146 146 14 6 155 153 154 152 160 161 162 157 158 157 158 156 154155 156 155 15 4 153 15 3 15 1 151 153 152 151 153 152 152 152 151 158 15 8 158 159 157 156 15 6 157 155 158 157 157 156 156 156 155 155 155 15 5 15 5 15 4 153 151 15 3 153 152 157 157 156 158 141 151 152 153 154 155 151 153 15 2 15 0 151 15 3 152 154 154 149 150 149 145 149 156 154 155 151 153 150 151 154 153153 15 2 15 1 152 152 162 163 164 161 160 160 161 154 158 157 156 157 156 155 154 153 153 153 153 153 155 154 153 153 153 154 155 150 15 3 158 157 156 155 15 5156157 155 156 155 153 162 161 160 158 159 160 157 157 157 157 152 151 150 152 151 150 151 150 152 152 153 152 151 150 151 152 152 152 144 145 147 148 143 149 146 145 144 143 149 145 146 146 144143 142 142 141 142 141 146 147 148 15 2 145144143142 141 141 149 15 0 150 15 0 15 1 15 1 151 145 AVIAR A P A R K W A Y A M B R O S I A L A N E PROPERTY LINE BIOFILTRATION BMP-2, 3,000 SF BIOFILTRATION BMP-1, 6,300 SF PROPRIETARY BIOFILTRATION BMP-3, MWS-4-4-V NON DISTURBED AREA NON DISTURBED AREA (E) BUILDING 300 CLASSROOM (E) BUILDING 700 CLASSROOM (E) BLDG 400 CLASSROOM (E) BUILDING 500 CLASSROOM (E) BUILDING 600 CLASSROOM NEW BUILDING 800 CLASSROOM DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS NON DISTURBED AREA HYDROMODIFICATION POINT OF COMPLIANCE, POC1 (SEE PRE-PROJECT EXHIBIT) PROPERTY LINE HMP EXHIBIT - POST-PROJECT SD SD DS I ...-------1 ----- \ \ NOTES: 1. SEE PRE-PROJECT EXHIBIT FOR DOWNSTREAM POINT OF COMPLIANCE (POC1) LOCATION 2. SITE IS UNDERLAIN BY HYDROLOGIC SOIL GROUP TYPE C 3. GROUNDWATER WAS NOT FOUND DURING GEO TECHNICAL EXPLORATION, DEPTH > 20 FT. GROUNDWATER NOT CONSIDERED TO BE A FACTOR IN SITE DEVELOPMENT. 4. NO CRITICAL COARSE SEDIMENT YIELD AREAS EXIST WITHIN THE PROPOSED DEVELOPMENT AREA, SEE ATTACHMENT 2b DMA ID 2 1 2 3 AREA (SF) DMA SURFACE TYPE (SF) 36,690 36,690 PROPOSED PERV10US AREA 158, 190 PROPOSED I MPER\11 Cl.JS AREA 283,590 (DRl\11EWAY, PARKING LOT, AND HARDSCAPE) 28,850 EXIS"TlNG IMPERV10US AREA 130,340 4,180 90,250 PROPOSED PER\11Cl.JS AREA 52,290 PROPOSED IMPER\11Cl.JS AREA (DRl\11EWAY, PARKING LOT, HARDSCAPE) 75,050 PROPOSED PERV10US AREA 3,150 PROPOSED IMPER\IIOUS AREA 1,030 PROPOSED PERV1Cl.JS AREA PERCENT IMPERVIOUS 58% 40% 75% DMA TYPE PROPOSED BMP TYPE DRAINS BIOFIL TRA TION TO BMP (WO AND HMP) DRAINS TO BMP DRAINS TO BMP BIOFIL TRA TION (WO AND HMP) PROP. BIOFIL T. (WO ONLY) ~ ;~ STRUCTURAL STRUCTURAL BMP ID BMP SIZE BMP-1 BMP-2 BMP-3 6,300 SF 3,000 SF MWS-4-4-C Owq=0.022CF / / / 20 t ~ 0 20 40 60 SCALE: , .. = 40' TORY R. WALKER ENGINEERING 122 Civic Center Drive, Suite 206 Vista, CA 92084 LEGEND EXISTING CONTOUR PROPOSED CONTOUR EXISTING STORM DRAIN PROPOSED STORM DRAIN ROOF DRAIN DOWNSPOUT BIOFIL TRATION (FACILITIES WILL CONTAIN PLANTS TOLERANT OF SATURATED SOIL CONDITIONS) PROPOSED PAVING/BUILDING (IMPERVIOUS AREA) LANDSCAPE (PERVIOUS) ....__,50 -- - BF-1 @a I '~'i>',:: ~ -·~.-. ~ ~~,: -~:,. t •:-:-:-:-:-:-:·:·:I PROPOSED IMPERVIOUS, NOT - TRIBUTARY TO A BMP, TREATMENT PROVIDED BY ON-SITE ALT COMPLIANCE (14,200 SF) DMA BOUNDARY FLOW DIRECTION FLOW PATH (FOR SWMM WIDTH CALCULATION) C::, ----+-- OCTOBER 20, 2023 FOR AVIARA OAKS ELEMENTARY SCHOOL POTENTIAL CRITICAL COURSE SEDIMENT YIELD AREAS PCCSYA IS TRIBUTARY TO AN EXISTING STORM DRAIN UPSTREAM OF THE PROPOSED IMPROVEMENTS PROJECT LOCATION Although a small area of PCCSYA is identified at the school site, the area will not be disturbed and does not reach the disturbed area; it is tributary to an upstream storm drain system. Therefore, CCSYA management is not required for the project.   SWQMP – Attachment 2D Aviara Oaks Elementary School Modernization October 2023    Page 1 Job # 717-02 ATTACHMENT 2D – HYDROMODIFICATION CALCULATIONS Hydromodification calculations are provided in this section using EPA SWMM 5.2 modeling software per the guidance of The City of Carlsbad BMP Design Manual, dated January 11, 2023 (BMP Design Manual). Model Description Continuous simulation modeling was performed using SWMM to compare the pre-project and post-project run-off conditions for Aviara Oaks Elementary Modernization. Two separate SWMM models were created, one to model the pre-project condition and one to model the post-project condition. One Point of Compliance (POC) is analyzed in the pre-project and post-project condition since the entire project is tributary to the same public storm drain system downstream. See the HMP Exhibit for the POC location. Runoff generated by the project in the post-project condition is routed through two biofiltration basins before being conveyed to the POC. SWMM Model Components The SWMM models consist of the following components: tributary subcatchments, LID subcatchments, storage nodes, and outlets. In the post-project condition, the tributary subcatchments are routed to the appropriate LID subcatchment, which models the water quality component of the biofiltration. From there, surface volume in the basins is modeled as storage nodes and the outlets are routed to POC1. A small portion of the project, DMA 3, doesn’t not have a hydromodification BMP and is routed directly to the POC. The biofiltration LID Control parameters consist of 9” of surface ponding for BMP-1, 6” of surface ponding for BMP-2, 21” of amended soil (3” mulch and 18” of biofiltration media), 15” drainage course (3” No. 8 stone and 12” crushed rock), and a 6” subdrain set 3” above the bottom. Flow in the subdrain is routed directly to POC1, using the LID Usage Editor within the LID subcatchment. Larger flows are routed to a storage node representing the storage volume in the biofiltration basin. The outlet control structures in the biofiltration basins are modeled using stage-discharge tables in the outlet component, which connects to POC1. E   SWQMP – Attachment 2D Aviara Oaks Elementary School Modernization October 2023    Page 2 Job # 717-02 SWMM Key Model Parameters The parameters and modeling variables used in the SWMM model for the project are consistent with the guidance in the BMP Design Manual, and summarized here:  Rainfall – The Oceanside rain gage has been chosen as the most appropriate rainfall gage for the current project per the guidance in Section G.1.3.1 of the BMP Design Manual. Rainfall record files have been downloaded from the Project Clean Water website.  Evaporation – Zone 4 has been chosen as the appropriate evapotranspiration zone for the current project using the CIMIS ETo Zone Map and Figure G.1-2 of the BMP Design Manual. Supporting documentation is provided in this section.  Subcatchment Width Parameters – A flow path is identified on the pre-project and post- project HMP Exhibits for each drainage subcatchment. This flow path is intended to represent the typical overland sheet flow path for the subcatchment. The length of the flow path is divided into the total subcatchment area to calculate the flow width. These calculations are shown on the HMP Exhibits.  Hydrologic Soils Group Type – Per the assessment in Attachment 1D, and based on infiltration testing at the project site, Type C hydrologic soils group is assumed as an average representation of the site’s soil characteristics. The infiltration parameters in the pre-project and post-project models are selected accordingly from Table G.1-4 in the BMP Design Manual.  Flow Coefficient – The flow coefficient (C) for each of the low flow orifices being proposed in the biofiltration LID BMPs have been calculated using the equation in appendix G, section G.1.5.3.4 of the BMP Design Manual. Detailed calculations are included in this section.  Manning’s n for Pervious Surfaces – The N-Perv value for the pre-project and post-project condition is taken from Tory R. Walker Engineering’s “Improving Accuracy in Continuous Hydrologic Modeling: Guidance for Selecting Pervious Overland Flow Manning’s n Values in the San Diego Region”, which is provided in this section for reference. A pre-project value of 0.08, for shrubs and bushes, is selected to represent the pre-development condition of native scrub brush. A post-project value of 0.04, for average grass, is selected to represent the post-project condition of grass, particularly in the playground areas, which dominates the landscaping in the post-project condition. A value of 0.08 is used in DMA E   SWQMP – Attachment 2D Aviara Oaks Elementary School Modernization October 2023    Page 3 Job # 717-02 1a to represent the large vegetated slope on the east side of Ambrosia Lane, which is largely unchanged in the post-project condition. E Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors G-4 Jan. 2023 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" Approximate Project Location: Zone 4 SAN BERNARDINO t 9 A N 117) R 17 V E R S D I E G 0 16 18 D E 16 MPERIAL 18 EL CENTRO t Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors G-6 Jan. 2023 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   PRE‐PROJECT CONDITION, POC‐1 SWMM MODEL             OMA 1a ~ - ' ' ' ' ' ' ' ' ' ' ' :oMA 1b ijl - POC-1 ... : : : OCEANSIDE 121 : : : OMA 2 lil - OMA 3 .a - [TITLE] AVIARA OAKS ELEMENTARY – PRE-PROJECT POC1 SWMM INPUT [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 12.566 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 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 0.110 0.080 0.060 DRY_ONLY NO [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_1b OCEANSIDE POC-1 6.44605 5.0999 2080 2.8 0 DMA_2 OCEANSIDE POC-1 2.9922 0 543 1.67 0 DMA_3 OCEANSIDE POC-1 0.095959 0 45 5.0 0 DMA_1a OCEANSIDE DMA_1b 0.90656 0 564 45 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- DMA_1b 0.012 0.08 0.05 0.10 25 OUTLET DMA_2 0.012 0.08 0.05 0.10 25 OUTLET DMA_3 0.012 0.08 0.05 0.10 25 OUTLET DMA_1a 0.012 0.08 0.05 0.10 25 OUTLET [INFILTRATION] ;;Subcatchment Param1 Param2 Param3 Param4 Param5 ;;-------------- ---------- ---------- ---------- ---------- ---------- DMA_1b 6 0.075 0.31 DMA_2 6 0.075 0.31 DMA_3 6 0.075 0.31 DMA_1a 6 0.075 0.31 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- POC-1 0 FREE NO [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- OCEANSIDE FILE "Oside_HOURLY.prn" [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS -190.352 -103.940 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ POC-1 340.138 708.891 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ DMA_1b 289.966 6957.850 DMA_2 4217.106 6971.678 DMA_3 6809.142 3873.228 DMA_1a 142.957 8140.231 DMA_1a 142.957 8140.231 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ OCEANSIDE 2488.611 8119.398 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.3) ------------------------------------------------------------ **************** 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 ...... 587.511 675.250 Evaporation Loss ......... 9.392 10.795 Infiltration Loss ........ 513.002 589.614 Surface Runoff ........... 69.378 79.739 Final Storage ............ 0.001 0.001 Continuity Error (%) ..... -0.726 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 69.378 22.608 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 69.378 22.608 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_1b 675.25 10.14 12.51 577.22 30.68 70.00 100.69 17.62 8.32 0.147 DMA_2 675.25 0.00 8.12 611.73 0.00 59.17 59.17 4.81 3.36 0.088 DMA_3 675.25 0.00 7.87 605.53 0.00 67.18 67.18 0.18 0.11 0.099 DMA_1a 675.25 0.00 7.72 603.03 0.00 72.08 72.08 1.77 1.02 0.107 Analysis begun on: Mon Oct 30 16:27:55 2023 Analysis ended on: Mon Oct 30 16:28:28 2023 Total elapsed time: 00:00:33   POST‐PROJECT CONDITION, POC‐1 SWMM MODEL    OMA 1a Ii] - :OMA 1b lil - BMP-1 iii POC-1 ,,,. OCEANSIDE 121 OMA 2 Ii] - !:JMP-2 IP OMA 3 _,0 - [TITLE] AVIARA OAKS ELEMENTARY – SWMM POST-PROJECT INPUT [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 12.566 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 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 0.110 0.080 0.060 DRY_ONLY NO [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 ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- BMP-1 OCEANSIDE Surf_1 0.144628 0 110 0 0 BMP-2 OCEANSIDE Surf_2 0.068870523 0 10 0 0 DMA_1b OCEANSIDE BMP-1 6.3657 67.4528 3545 4.3 0 DMA_2 OCEANSIDE BMP-2 2.923324 41.06 686 1.5 0 DMA_3 OCEANSIDE POC-1 0.095959 75.359 64 6 0 DMA_1a OCEANSIDE DMA_1b 0.8423 0 612 45 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- BMP-1 0.012 0.08 0.05 0.10 25 OUTLET BMP-2 0.012 0.08 0.05 0.10 25 OUTLET DMA_1b 0.012 0.04 0.05 0.10 25 OUTLET DMA_2 0.012 0.04 0.05 0.10 25 OUTLET DMA_3 0.012 0.04 0.05 0.10 25 OUTLET DMA_1a 0.012 0.08 0.05 0.10 25 OUTLET [INFILTRATION] ;;Subcatchment Param1 Param2 Param3 Param4 Param5 ;;-------------- ---------- ---------- ---------- ---------- ---------- BMP-1 6 0.1 0.31 BMP-2 6 0.1 0.31 DMA_1b 6 0.075 0.31 DMA_2 6 0.075 0.31 DMA_3 6 0.075 0.31 DMA_1a 6 0.075 0.31 [LID_CONTROLS] ;;Name Type/Layer Parameters ;;-------------- ---------- ---------- BMP-1 BC BMP-1 SURFACE 9 0.0 0 0 5 BMP-1 SOIL 21 0.4 0.2 0.1 5 5 1.5 BMP-1 STORAGE 15 0.67 0 0 NO BMP-1 DRAIN 0.3303 0.5 3 6 0 0 BMP-2 BC BMP-2 SURFACE 6 0.0 0 0 5 BMP-2 SOIL 21 0.4 0.2 0.1 5 5 1.5 BMP-2 STORAGE 15 0.67 0 0 NO BMP-2 DRAIN 0.111 0.5 3 6 0 0 [LID_USAGE] ;;Subcatchment LID Process Number Area Width InitSat FromImp ToPerv RptFile DrainTo FromPerv ;;-------------- ---------------- ------- ---------- ---------- ---------- ---------- ---------- ------------------------ ----------- ----- ---------- BMP-1 BMP-1 1 6300.08 0 0 100 0 * POC-1 0 BMP-2 BMP-2 1 3000.00 0 0 100 0 * POC-1 0 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- POC-1 0 FREE NO [STORAGE] ;;Name Elev. MaxDepth InitDepth Shape Curve Type/Params SurDepth Fevap Psi Ksat IMD ;;-------------- -------- ---------- ----------- ---------- ---------------------------- --------- -------- -------- ------- - Surf_1 0 3 0 TABULAR BMP-1 0 1 Surf_2 0 1.5 0 TABULAR BMP-2 0 1 [OUTLETS] ;;Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated ;;-------------- ---------------- ---------------- ---------- --------------- ---------------- ---------- -------- 1 Surf_1 POC-1 0 TABULAR/DEPTH BMP_1 NO 2 Surf_2 POC-1 0 TABULAR/DEPTH BMP_2 NO [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- BMP_1 Rating 0.000 0.000 BMP_1 0.042 0.002 BMP_1 0.083 0.007 BMP_1 0.125 0.014 BMP_1 0.167 0.019 BMP_1 0.208 0.023 BMP_1 0.250 0.026 BMP_1 0.292 0.029 BMP_1 0.333 0.031 BMP_1 0.375 0.034 BMP_1 0.417 0.036 BMP_1 0.458 0.038 BMP_1 0.500 0.040 BMP_1 0.542 0.125 BMP_1 0.583 0.281 BMP_1 0.625 0.484 BMP_1 0.667 0.725 BMP_1 0.708 1.000 BMP_1 0.750 1.306 BMP_1 0.792 1.640 BMP_1 0.833 2.002 BMP_1 0.875 2.389 BMP_1 0.917 2.801 BMP_1 0.958 3.237 BMP_1 1.000 3.696 BMP_1 1.042 4.177 BMP_1 1.083 4.680 BMP_1 1.125 5.205 BMP_1 1.167 5.751 BMP_1 1.208 6.317 BMP_1 1.250 6.904 BMP_1 1.292 7.511 BMP_1 1.333 8.013 BMP_1 1.375 8.367 BMP_1 1.417 8.707 BMP_1 1.458 9.034 BMP_1 1.500 9.350 ; BMP_2 Rating 0.000 0.000 BMP_2 0.042 0.005 BMP_2 0.083 0.017 BMP_2 0.125 0.036 BMP_2 0.167 0.059 BMP_2 0.208 0.075 BMP_2 0.250 0.086 BMP_2 0.292 0.096 BMP_2 0.333 0.108 BMP_2 0.375 0.208 BMP_2 0.417 0.375 BMP_2 0.458 0.589 BMP_2 0.500 0.841 BMP_2 0.542 1.128 BMP_2 0.583 1.447 BMP_2 0.625 1.796 BMP_2 0.667 2.173 BMP_2 0.708 2.577 BMP_2 0.750 3.008 BMP_2 0.792 3.464 BMP_2 0.833 3.946 BMP_2 0.875 4.452 BMP_2 0.917 4.981 BMP_2 0.958 5.535 BMP_2 1.000 6.113 BMP_2 1.042 6.714 BMP_2 1.083 7.337 BMP_2 1.125 7.821 BMP_2 1.167 8.194 BMP_2 1.208 8.550 BMP_2 1.250 8.892 BMP_2 1.292 9.221 BMP_2 1.333 9.538 BMP_2 1.375 9.846 BMP_2 1.417 10.144 BMP_2 1.458 10.433 BMP_2 1.500 10.715 ; BMP-1 Storage 0 7165 BMP-1 0.25 7480 BMP-1 1.25 8289 BMP-1 2.25 9120 BMP-1 3.25 10460 ; BMP-2 Storage 0 3550 BMP-2 1.5 5210 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- OCEANSIDE FILE "Oside_HOURLY.prn" [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS -141.509 -103.940 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ POC-1 340.138 708.891 Surf_1 197.256 3893.654 Surf_2 4228.130 3962.264 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ BMP-1 228.426 5516.074 BMP-2 4221.658 5516.074 DMA_1b 289.966 6957.850 DMA_2 4217.106 6971.678 DMA_3 6809.142 3873.228 DMA_1a 263.721 7721.582 DMA_1a 263.721 7721.582 ;;Storage Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ OCEANSIDE 2488.611 8119.398 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.3) ------------------------------------------------------------ **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... GREEN_AMPT Flow Routing Method ...... KINWAVE 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 Routing Time Step ........ 60.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Initial LID Storage ...... 0.037 0.043 Total Precipitation ...... 587.511 675.250 Evaporation Loss ......... 68.630 78.879 Infiltration Loss ........ 234.663 269.707 Surface Runoff ........... 54.071 62.146 LID Drainage ............. 237.423 272.879 Final Storage ............ 0.074 0.084 Continuity Error (%) ..... -1.244 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 291.494 94.988 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 290.431 94.641 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.993 0.324 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.024 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 60.00 sec Average Time Step : 60.00 sec Maximum Time Step : 60.00 sec % of Time in Steady State : 0.00 Average Iterations per Step : 1.00 % of Steps Not Converging : 0.00 *************************** 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 ------------------------------------------------------------------------------------------------------------------------------ BMP-1 675.25 18880.32 1132.65 0.00 0.00 0.00 18421.85 72.35 8.63 0.942 BMP-2 675.25 11852.95 1065.76 0.00 0.00 0.00 11461.61 21.43 3.47 0.915 DMA_1b 675.25 9.60 69.32 196.40 402.45 26.51 428.96 74.15 8.46 0.626 DMA_2 675.25 0.00 45.37 357.10 240.04 39.21 279.25 22.17 3.39 0.414 DMA_3 675.25 0.00 76.44 148.37 442.80 18.27 461.07 1.20 0.11 0.683 DMA_1a 675.25 0.00 6.03 602.60 0.00 72.59 72.59 1.66 0.95 0.107 *********************** 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 19555.57 1132.68 0.00 2932.18 15490.10 2.10 3.19 -0.00 BMP-2 BMP-2 12528.20 1065.80 0.00 2621.58 8840.46 2.10 2.74 -0.00 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- POC-1 OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Surf_1 STORAGE 0.00 1.35 1.35 18857 12:16 1.33 Surf_2 STORAGE 0.00 0.79 0.79 18857 12:04 0.79 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- POC-1 OUTFALL 0.47 11.95 18857 12:07 78.6 94.6 0.000 Surf_1 STORAGE 8.32 8.32 18857 11:46 11.5 11.5 0.133 Surf_2 STORAGE 3.42 3.42 18857 12:01 4.9 4.9 0.152 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** ------------------------------------------------------------------------------------------------ Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft³ Full Loss Loss 1000 ft³ Full days hr:min CFS ------------------------------------------------------------------------------------------------ Surf_1 0.027 0.1 2.4 0.0 10.545 41.1 18857 12:16 8.15 Surf_2 0.003 0.0 0.9 0.0 3.137 47.7 18857 12:04 3.41 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- POC-1 6.96 0.10 11.95 94.634 ----------------------------------------------------------- System 6.96 0.10 11.95 94.634 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- 1 DUMMY 8.15 18857 12:16 2 DUMMY 3.41 18857 12:04 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Mon Oct 30 16:30:04 2023 Analysis ended on: Mon Oct 30 16:30:47 2023 Total elapsed time: 00:00:43 0.000 1.000 2.000 3.000 4.000 5.000 6.000 7.000 8.000 9.000 1.0E‐06 1.0E‐05 1.0E‐04 1.0E‐03 1.0E‐02 Fl o w  (c f s ) % Time Exceeding Flow Duration Curve [Pre vs. Post (Mitigated)] (POC1) Pre‐project Q Post‐project Q (Mitigated) I ~ I -a- -I '--1 ~ lL ~ -1:1 ~ ~ ' ..,ll~ 1 l I 11 ,. I J I ' I ' I'-' ·~~ ~ ' ~ ~ I ' ,~ ~ fl:I: I 'L "T""~ ~ .~~ --'Z I I SWMM Analysis for: AVIARA OAKS ELEMENTARY Flow Duration Summary at POC1 Low‐flow Threshold:10% 0.1xQ2 (Pre):0.530 cfs Q10 (Pre):8.509 cfs Ordinate #:100 Incremental Q (Pre):0.07979 cfs Total Hourly Data:497370 hours The proposed BMP:PASSED Interval Pre‐project Flow (cfs)Pre‐project Hours Pre‐project %  Time Exceeding Post‐project  Hours Post‐project %  Time Exceeding Percentage Pass/Fail 0 0.530 390 7.84E‐04 379 7.62E‐04 97% Pass 1 0.609 367 7.38E‐04 296 5.95E‐04 81% Pass 2 0.689 342 6.88E‐04 239 4.81E‐04 70% Pass 3 0.769 325 6.53E‐04 214 4.30E‐04 66% Pass 4 0.849 309 6.21E‐04 184 3.70E‐04 60% Pass 5 0.928 288 5.79E‐04 168 3.38E‐04 58% Pass 6 1.008 268 5.39E‐04 150 3.02E‐04 56% Pass 7 1.088 255 5.13E‐04 131 2.63E‐04 51% Pass 8 1.168 237 4.77E‐04 121 2.43E‐04 51% Pass 9 1.248 222 4.46E‐04 114 2.29E‐04 51% Pass 10 1.327 206 4.14E‐04 108 2.17E‐04 52% Pass 11 1.407 193 3.88E‐04 102 2.05E‐04 53% Pass 12 1.487 184 3.70E‐04 98 1.97E‐04 53% Pass 13 1.567 175 3.52E‐04 92 1.85E‐04 53% Pass 14 1.647 165 3.32E‐04 86 1.73E‐04 52% Pass 15 1.726 156 3.14E‐04 78 1.57E‐04 50% Pass 16 1.806 152 3.06E‐04 75 1.51E‐04 49% Pass 17 1.886 147 2.96E‐04 69 1.39E‐04 47% Pass 18 1.966 141 2.83E‐04 65 1.31E‐04 46% Pass 19 2.046 133 2.67E‐04 59 1.19E‐04 44% Pass 20 2.125 123 2.47E‐04 54 1.09E‐04 44% Pass 21 2.205 113 2.27E‐04 52 1.05E‐04 46% Pass 22 2.285 110 2.21E‐04 47 9.45E‐05 43% Pass 23 2.365 107 2.15E‐04 45 9.05E‐05 42% Pass 24 2.445 103 2.07E‐04 43 8.65E‐05 42% Pass 25 2.524 98 1.97E‐04 42 8.44E‐05 43% Pass 26 2.604 93 1.87E‐04 41 8.24E‐05 44% Pass 27 2.684 87 1.75E‐04 40 8.04E‐05 46% Pass 28 2.764 84 1.69E‐04 39 7.84E‐05 46% Pass 29 2.844 82 1.65E‐04 36 7.24E‐05 44% Pass 30 2.923 77 1.55E‐04 33 6.63E‐05 43% Pass 31 3.003 70 1.41E‐04 32 6.43E‐05 46% Pass 32 3.083 65 1.31E‐04 32 6.43E‐05 49% Pass 33 3.163 63 1.27E‐04 32 6.43E‐05 51% Pass 34 3.243 61 1.23E‐04 30 6.03E‐05 49% Pass 35 3.322 57 1.15E‐04 28 5.63E‐05 49% Pass 36 3.402 53 1.07E‐04 26 5.23E‐05 49% Pass 37 3.482 53 1.07E‐04 23 4.62E‐05 43% Pass 38 3.562 49 9.85E‐05 23 4.62E‐05 47% Pass 39 3.641 47 9.45E‐05 23 4.62E‐05 49% Pass 40 3.721 47 9.45E‐05 22 4.42E‐05 47% Pass 41 3.801 46 9.25E‐05 22 4.42E‐05 48% Pass 42 3.881 44 8.85E‐05 22 4.42E‐05 50% Pass 43 3.961 43 8.65E‐05 22 4.42E‐05 51% Pass 44 4.040 41 8.24E‐05 21 4.22E‐05 51% Pass 45 4.120 41 8.24E‐05 20 4.02E‐05 49% Pass 46 4.200 38 7.64E‐05 19 3.82E‐05 50% Pass 47 4.280 36 7.24E‐05 19 3.82E‐05 53% Pass 48 4.360 36 7.24E‐05 19 3.82E‐05 53% Pass 49 4.439 36 7.24E‐05 18 3.62E‐05 50% Pass 50 4.519 34 6.84E‐05 17 3.42E‐05 50% Pass 51 4.599 34 6.84E‐05 16 3.22E‐05 47% Pass 52 4.679 33 6.63E‐05 13 2.61E‐05 39% Pass 53 4.759 33 6.63E‐05 13 2.61E‐05 39% Pass 54 4.838 33 6.63E‐05 13 2.61E‐05 39% Pass TRWE Project No. 717-02 SWMM Analysis for: AVIARA OAKS ELEMENTARY Flow Duration Summary at POC1 Interval Pre‐project Flow (cfs)Pre‐project Hours Pre‐project %  Time Exceeding Post‐project  Hours Post‐project %  Time Exceeding Percentage Pass/Fail 55 4.918 32 6.43E‐05 12 2.41E‐05 38% Pass 56 4.998 32 6.43E‐05 12 2.41E‐05 38% Pass 57 5.078 29 5.83E‐05 12 2.41E‐05 41% Pass 58 5.158 28 5.63E‐05 12 2.41E‐05 43% Pass 59 5.237 27 5.43E‐05 12 2.41E‐05 44% Pass 60 5.317 25 5.03E‐05 12 2.41E‐05 48% Pass 61 5.397 23 4.62E‐05 11 2.21E‐05 48% Pass 62 5.477 22 4.42E‐05 10 2.01E‐05 45% Pass 63 5.557 22 4.42E‐05 10 2.01E‐05 45% Pass 64 5.636 22 4.42E‐05 10 2.01E‐05 45% Pass 65 5.716 22 4.42E‐05 10 2.01E‐05 45% Pass 66 5.796 22 4.42E‐05 10 2.01E‐05 45% Pass 67 5.876 20 4.02E‐05 10 2.01E‐05 50% Pass 68 5.955 18 3.62E‐05 10 2.01E‐05 56% Pass 69 6.035 15 3.02E‐05 10 2.01E‐05 67% Pass 70 6.115 15 3.02E‐05 10 2.01E‐05 67% Pass 71 6.195 14 2.81E‐05 9 1.81E‐05 64% Pass 72 6.275 14 2.81E‐05 7 1.41E‐05 50% Pass 73 6.354 12 2.41E‐05 6 1.21E‐05 50% Pass 74 6.434 11 2.21E‐05 6 1.21E‐05 55% Pass 75 6.514 10 2.01E‐05 6 1.21E‐05 60% Pass 76 6.594 10 2.01E‐05 6 1.21E‐05 60% Pass 77 6.674 10 2.01E‐05 6 1.21E‐05 60% Pass 78 6.753 10 2.01E‐05 6 1.21E‐05 60% Pass 79 6.833 9 1.81E‐05 6 1.21E‐05 67% Pass 80 6.913 9 1.81E‐05 6 1.21E‐05 67% Pass 81 6.993 8 1.61E‐05 6 1.21E‐05 75% Pass 82 7.073 7 1.41E‐05 6 1.21E‐05 86% Pass 83 7.152 7 1.41E‐05 5 1.01E‐05 71% Pass 84 7.232 6 1.21E‐05 5 1.01E‐05 83% Pass 85 7.312 6 1.21E‐05 5 1.01E‐05 83% Pass 86 7.392 6 1.21E‐05 5 1.01E‐05 83% Pass 87 7.472 6 1.21E‐05 4 8.04E‐06 67% Pass 88 7.551 6 1.21E‐05 4 8.04E‐06 67% Pass 89 7.631 6 1.21E‐05 4 8.04E‐06 67% Pass 90 7.711 6 1.21E‐05 4 8.04E‐06 67% Pass 91 7.791 6 1.21E‐05 4 8.04E‐06 67% Pass 92 7.871 5 1.01E‐05 4 8.04E‐06 80% Pass 93 7.950 5 1.01E‐05 4 8.04E‐06 80% Pass 94 8.030 5 1.01E‐05 4 8.04E‐06 80% Pass 95 8.110 5 1.01E‐05 4 8.04E‐06 80% Pass 96 8.190 5 1.01E‐05 4 8.04E‐06 80% Pass 97 8.269 5 1.01E‐05 4 8.04E‐06 80% Pass 98 8.349 5 1.01E‐05 4 8.04E‐06 80% Pass 99 8.429 5 1.01E‐05 4 8.04E‐06 80% Pass 100 8.509 5 1.01E‐05 4 8.04E‐06 80% Pass TRWE Project No. 717-02 SWMM Analysis for: AVIARA OAKS ELEMENTARY Flow Frequency Summary for POC1 Peak Flow Frequency Summary Return Period Pre‐project Qpeak (cfs) Post‐project ‐ Mitigated Q (cfs) LF = 0.1xQ2 0.530 0.269 2‐year 5.295 2.690 5‐year 6.964 5.421 10‐year 8.509 6.332 Post-Processing Spreadsheet TRWE Project No. 717-02 Stage‐Discharge for BMP‐1 (Overflow Catch Basin) Diameter: 1.500 inches Quantity: 0 Quantity: 0 Quantity: 1 Invert Elevation: 0.00 ft Invert Elevation: 0.00 ft Invert Elevation: 0.000 ft Width: 0.00 ft Length: 0.00 ft 0.00 in Hw:0.75 ft  0.000 ft Hw:0.75 ft  Diameter: 0.000 inches Quantity: 1 Invert Elevation: 0.00 ft Quantity: 0 Invert Elevation: 0.50 ft Length: 0.00 ft Invert Elevation: 0.000 ft Width: 3.00 ft Hw:0.75 ft  9.00 in 0.750 ft (Hw = height of slot/weir invert above basin bottom) Hw:1.25 ft  Invert Elevation: 0.75 ft  h/D h/D Lowest Orifice Upper  Orifice Discharge  Coefficient Orifice Flow Weir Flow Q control Discharge  Coefficient Orifice Flow Weir Flow Qcontrol 0.000 0.000 N/A N/A N/A 0.000 0.000 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.000 0.042 0.333 N/A N/A N/A 0.002 0.002 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.002 0.083 0.667 N/A N/A N/A 0.007 0.007 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.007 0.125 1.000 N/A N/A N/A 0.014 0.014 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.014 0.167 1.333 N/A 0.612 0.019 0.022 0.019 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.019 0.208 1.667 N/A 0.612 0.023 0.029 0.023 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.023 0.250 2.000 N/A 0.612 0.026 0.035 0.026 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.026 0.292 2.333 N/A 0.612 0.029 0.038 0.029 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.029 0.333 2.667 N/A 0.612 0.031 0.039 0.031 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.031 0.375 3.000 N/A 0.612 0.034 0.039 0.034 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.034 0.417 3.333 N/A 0.612 0.036 0.041 0.036 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.036 0.458 3.667 N/A 0.612 0.038 0.048 0.038 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.038 0.500 4.000 N/A 0.611 0.040 0.065 0.040 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.040 0.542 4.333 N/A 0.611 0.042 0.100 0.042 N/A N/A N/A N/A N/A 0.084 N/A N/A 0.125 0.583 4.667 N/A 0.609 0.043 0.163 0.043 N/A N/A N/A N/A N/A 0.238 N/A N/A 0.281 0.625 5.000 N/A 0.609 0.045 0.263 0.045 N/A N/A N/A N/A N/A 0.439 N/A N/A 0.484 0.667 5.333 N/A 0.608 0.047 0.416 0.047 N/A N/A N/A N/A N/A 0.678 N/A N/A 0.725 0.708 5.667 N/A 0.608 0.048 0.481 0.048 N/A N/A N/A N/A N/A 0.952 N/A N/A 1.000 0.750 6.000 N/A 0.608 0.050 0.497 0.050 N/A N/A N/A N/A N/A 1.256 N/A N/A 1.306 0.792 6.333 N/A 0.607 0.051 0.510 0.051 N/A N/A N/A N/A N/A 1.589 N/A N/A 1.640 0.833 6.667 N/A 0.607 0.052 0.524 0.052 N/A N/A N/A N/A N/A 1.950 N/A N/A 2.002 0.875 7.000 N/A 0.606 0.054 0.538 0.054 N/A N/A N/A N/A N/A 2.335 N/A N/A 2.389 0.917 7.333 N/A 0.606 0.055 0.551 0.055 N/A N/A N/A N/A N/A 2.746 N/A N/A 2.801 0.958 7.667 N/A 0.606 0.056 0.564 0.056 N/A N/A N/A N/A N/A 3.181 N/A N/A 3.237 1.000 8.000 N/A 0.605 0.058 0.577 0.058 N/A N/A N/A N/A N/A 3.638 N/A N/A 3.696 1.042 8.333 N/A 0.605 0.059 0.589 0.059 N/A N/A N/A N/A N/A 4.118 N/A N/A 4.177 1.083 8.667 N/A 0.605 0.060 0.602 0.060 N/A N/A N/A N/A N/A 4.620 N/A N/A 4.680 1.125 9.000 N/A 0.605 0.061 0.614 0.061 N/A N/A N/A N/A N/A 5.144 N/A N/A 5.205 1.167 9.333 N/A 0.604 0.063 0.625 0.063 N/A N/A N/A N/A N/A 5.688 N/A N/A 5.751 1.208 9.667 N/A 0.604 0.064 0.637 0.064 N/A N/A N/A N/A N/A 6.254 N/A N/A 6.317 1.250 10.000 N/A 0.604 0.065 0.648 0.065 N/A N/A N/A N/A N/A 6.839 N/A N/A 6.904 Q TOTAL (cfs) Height: Absolute Invert Elevation of Lowest Discharge Opening *Head taken as total depth above the invert of the  lowest discharge opening. h* (ft) QLOWEST ORIFICE (cfs)QUPPER ORIFICE (cfs)QLOWER SLOT  (cfs) QUPPER SLOT  (cfs) QLOWER WEIR  (cfs) QEMERGENCY  (cfs) Lowest Orifice Lower Slot (Not Used)Lower Weir (Not Used) Height: Upper Orifice (Not Used)Upper Slot (Type F CB)Emergency Weir (Not Used) Stage‐Discharge for BMP‐1 (Overflow Catch Basin) Diameter: 1.500 inches Quantity: 0 Quantity: 0 Quantity: 1 Invert Elevation: 0.00 ft Invert Elevation: 0.00 ft Invert Elevation: 0.000 ft Width: 0.00 ft Length: 0.00 ft 0.00 in Hw:0.75 ft  0.000 ft Hw:0.75 ft  Diameter: 0.000 inches Quantity: 1 Invert Elevation: 0.00 ft Quantity: 0 Invert Elevation: 0.50 ft Length: 0.00 ft Invert Elevation: 0.000 ft Width: 3.00 ft Hw:0.75 ft  9.00 in 0.750 ft (Hw = height of slot/weir invert above basin bottom) Hw:1.25 ft  Invert Elevation: 0.75 ft  h/D h/D Lowest Orifice Upper  Orifice Discharge  Coefficient Orifice Flow Weir Flow Q control Discharge  Coefficient Orifice Flow Weir Flow Qcontrol Q TOTAL (cfs) Height: Absolute Invert Elevation of Lowest Discharge Opening *Head taken as total depth above the invert of the  lowest discharge opening. h* (ft) QLOWEST ORIFICE (cfs)QUPPER ORIFICE (cfs)QLOWER SLOT  (cfs) QUPPER SLOT  (cfs) QLOWER WEIR  (cfs) QEMERGENCY  (cfs) Lowest Orifice Lower Slot (Not Used)Lower Weir (Not Used) Height: Upper Orifice (Not Used)Upper Slot (Type F CB)Emergency Weir (Not Used) 1.292 10.333 N/A 0.604 0.066 0.659 0.066 N/A N/A N/A N/A N/A 7.445 N/A N/A 7.511 1.333 10.667 N/A 0.604 0.067 0.670 0.067 N/A N/A N/A N/A N/A 7.946 N/A N/A 8.013 1.375 11.000 N/A 0.603 0.068 0.681 0.068 N/A N/A N/A N/A N/A 8.299 N/A N/A 8.367 1.417 11.333 N/A 0.603 0.069 0.691 0.069 N/A N/A N/A N/A N/A 8.638 N/A N/A 8.707 1.458 11.667 N/A 0.603 0.070 0.702 0.070 N/A N/A N/A N/A N/A 8.964 N/A N/A 9.034 1.500 12.000 N/A 0.603 0.071 0.712 0.071 N/A N/A N/A N/A N/A 9.279 N/A N/A 9.350 Stage‐Discharge for BMP‐2 (Overflow Catch Basin) Diameter: 2.000 inches Quantity: 0 Quantity: 0 Quantity: 2 Invert Elevation: 0.00 ft Invert Elevation: 0.00 ft Invert Elevation: 0.000 ft Width: 0.00 ft Length: 0.00 ft 0.00 in Hw:0.50 ft  0.000 ft Hw:0.50 ft  Diameter: 0.000 inches Quantity: 1 Invert Elevation: 0.00 ft Quantity: 0 Invert Elevation: 0.33 ft Length: 0.00 ft Invert Elevation: 0.000 ft Width: 3.00 ft Hw:0.50 ft  9.00 in 0.750 ft (Hw = height of slot/weir invert above basin bottom) Hw:0.83 ft  Invert Elevation: 0.50 ft  h/D h/D Lowest Orifice Upper  Orifice Discharge  Coefficient Orifice Flow Weir Flow Q control Discharge  Coefficient Orifice Flow Weir Flow Qcontrol 0.000 0.000 N/A N/A N/A 0.000 0.000 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.000 0.042 0.250 N/A N/A N/A 0.005 0.005 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.005 0.083 0.500 N/A N/A N/A 0.017 0.017 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.017 0.125 0.750 N/A N/A N/A 0.036 0.036 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.036 0.167 1.000 N/A N/A N/A 0.059 0.059 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.059 0.208 1.250 N/A 0.603 0.075 0.083 0.075 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.075 0.250 1.500 N/A 0.603 0.086 0.106 0.086 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.086 0.292 1.750 N/A 0.603 0.096 0.126 0.096 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.096 0.333 2.000 N/A 0.603 0.106 0.142 0.106 N/A N/A N/A N/A N/A 0.002 N/A N/A 0.108 0.375 2.250 N/A 0.603 0.114 0.152 0.114 N/A N/A N/A N/A N/A 0.094 N/A N/A 0.208 0.417 2.500 N/A 0.603 0.122 0.158 0.122 N/A N/A N/A N/A N/A 0.253 N/A N/A 0.375 0.458 2.750 N/A 0.603 0.129 0.159 0.129 N/A N/A N/A N/A N/A 0.460 N/A N/A 0.589 0.500 3.000 N/A 0.603 0.136 0.160 0.136 N/A N/A N/A N/A N/A 0.705 N/A N/A 0.841 0.542 3.250 N/A 0.603 0.143 0.164 0.143 N/A N/A N/A N/A N/A 0.985 N/A N/A 1.128 0.583 3.500 N/A 0.603 0.149 0.178 0.149 N/A N/A N/A N/A N/A 1.298 N/A N/A 1.447 0.625 3.750 N/A 0.603 0.155 0.209 0.155 N/A N/A N/A N/A N/A 1.640 N/A N/A 1.796 0.667 4.000 N/A 0.603 0.161 0.268 0.161 N/A N/A N/A N/A N/A 2.011 N/A N/A 2.173 0.708 4.250 N/A 0.603 0.167 0.367 0.167 N/A N/A N/A N/A N/A 2.410 N/A N/A 2.577 0.750 4.500 N/A 0.603 0.172 0.523 0.172 N/A N/A N/A N/A N/A 2.835 N/A N/A 3.008 0.792 4.750 N/A 0.602 0.178 0.754 0.178 N/A N/A N/A N/A N/A 3.287 N/A N/A 3.464 0.833 5.000 N/A 0.602 0.183 1.080 0.183 N/A N/A N/A N/A N/A 3.763 N/A N/A 3.946 0.875 5.250 N/A 0.602 0.188 1.526 0.188 N/A N/A N/A N/A N/A 4.264 N/A N/A 4.452 0.917 5.500 N/A 0.601 0.192 1.922 0.192 N/A N/A N/A N/A N/A 4.789 N/A N/A 4.981 0.958 5.750 N/A 0.601 0.197 1.970 0.197 N/A N/A N/A N/A N/A 5.338 N/A N/A 5.535 1.000 6.000 N/A 0.602 0.202 2.018 0.202 N/A N/A N/A N/A N/A 5.911 N/A N/A 6.113 1.042 6.250 N/A 0.602 0.206 2.063 0.206 N/A N/A N/A N/A N/A 6.507 N/A N/A 6.714 1.083 6.500 N/A 0.602 0.211 2.108 0.211 N/A N/A N/A N/A N/A 7.126 N/A N/A 7.337 1.125 6.750 N/A 0.602 0.215 2.151 0.215 N/A N/A N/A N/A N/A 7.606 N/A N/A 7.821 1.167 7.000 N/A 0.602 0.219 2.194 0.219 N/A N/A N/A N/A N/A 7.974 N/A N/A 8.194 1.208 7.250 N/A 0.601 0.223 2.234 0.223 N/A N/A N/A N/A N/A 8.327 N/A N/A 8.550 1.250 7.500 N/A 0.601 0.227 2.275 0.227 N/A N/A N/A N/A N/A 8.664 N/A N/A 8.892 Q TOTAL (cfs) Height: Absolute Invert Elevation of Lowest Discharge Opening *Head taken as total depth above the invert of the  lowest discharge opening. h* (ft) QLOWEST ORIFICE (cfs)QUPPER ORIFICE (cfs)QLOWER SLOT  (cfs) QUPPER SLOT  (cfs) QLOWER WEIR  (cfs) QEMERGENCY  (cfs) Lowest Orifice Lower Slot (Not Used)Lower Weir (Not Used) Height: Upper Orifice (Not Used)Upper Slot (Type F CB)Emergency Weir (Type F CB) (Not Used) Stage‐Discharge for BMP‐2 (Overflow Catch Basin) Diameter: 2.000 inches Quantity: 0 Quantity: 0 Quantity: 2 Invert Elevation: 0.00 ft Invert Elevation: 0.00 ft Invert Elevation: 0.000 ft Width: 0.00 ft Length: 0.00 ft 0.00 in Hw:0.50 ft  0.000 ft Hw:0.50 ft  Diameter: 0.000 inches Quantity: 1 Invert Elevation: 0.00 ft Quantity: 0 Invert Elevation: 0.33 ft Length: 0.00 ft Invert Elevation: 0.000 ft Width: 3.00 ft Hw:0.50 ft  9.00 in 0.750 ft (Hw = height of slot/weir invert above basin bottom) Hw:0.83 ft  Invert Elevation: 0.50 ft  h/D h/D Lowest Orifice Upper  Orifice Discharge  Coefficient Orifice Flow Weir Flow Q control Discharge  Coefficient Orifice Flow Weir Flow Qcontrol Q TOTAL (cfs) Height: Absolute Invert Elevation of Lowest Discharge Opening *Head taken as total depth above the invert of the  lowest discharge opening. h* (ft) QLOWEST ORIFICE (cfs)QUPPER ORIFICE (cfs)QLOWER SLOT  (cfs) QUPPER SLOT  (cfs) QLOWER WEIR  (cfs) QEMERGENCY  (cfs) Lowest Orifice Lower Slot (Not Used)Lower Weir (Not Used) Height: Upper Orifice (Not Used)Upper Slot (Type F CB)Emergency Weir (Type F CB) (Not Used) 1.292 7.750 N/A 0.601 0.231 2.313 0.231 N/A N/A N/A N/A N/A 8.989 N/A N/A 9.221 1.333 8.000 N/A 0.601 0.235 2.352 0.235 N/A N/A N/A N/A N/A 9.303 N/A N/A 9.538 1.375 8.250 N/A 0.601 0.239 2.391 0.239 N/A N/A N/A N/A N/A 9.607 N/A N/A 9.846 1.417 8.500 N/A 0.600 0.243 2.428 0.243 N/A N/A N/A N/A N/A 9.901 N/A N/A 10.144 1.458 8.750 N/A 0.600 0.247 2.465 0.247 N/A N/A N/A N/A N/A 10.187 N/A N/A 10.433 1.500 9.000 N/A 0.600 0.250 2.500 0.250 N/A N/A N/A N/A N/A 10.465 N/A N/A 10.715 BMP_1 FLOW COEFFICIENT ABMP 6300.0 sq‐ft (Area at the emergency overflow level) From HMP Areas‐X>BMP AREA column E or Storage Staging (B:4) (It can also be area of infiltration at the bottom) Cg 0.61 (coefficient of discharge of the bottom orifice), Std value Dorif 2.5 in (diameter in inches of the bottom orifice) Typically want largest orifice size. See Dorif Adjustment Calculator Aorif 0.03409 sq‐ft (area of orifice in sq‐ft) CSWMM 0.3303 s‐(in)^0.5/hr2 C coefficient to be inserted into SWMM.   Exported to SWMM LID Control Editor>Drain>Flow Coefficient- BMP_2 FLOW COEFFICIENT ABMP 3000.0 sq‐ft (Area at the emergency overflow level) From HMP Areas‐X>BMP AREA column E or Storage Staging (B:4) (It can also be area of infiltration at the bottom) Cg 0.61 (coefficient of discharge of the bottom orifice), Std value Dorif 1 in (diameter in inches of the bottom orifice) Typically want largest orifice size. See Dorif Adjustment Calculator Aorif 0.00545 sq‐ft (area of orifice in sq‐ft) CSWMM 0.1110 s‐(in)^0.5/hr2 C coefficient to be inserted into SWMM.   Exported to SWMM LID Control Editor>Drain>Flow Coefficient- Improving Accuracy in Continuous Hydrologic Modeling: Guidance for Selecting Pervious Overland Flow Manning’s n Values in the San Diego Region Alex J. Smith, MS, EIT Tory R. Walker, PE, CFM, LEED GA Tory R. Walker Engineering 122 Civic Center Drive, Suite 206 Vista, CA 92084 TORY R. WALKER ENGINEERING RELIABLE SOLUTIONS IN WATER RESOURCES Improving Accuracy in Continuous Hydrologic Modeling C Tory R. Walker Engineering, Inc. 3 Further discussion is provided on page 6 under “Discussion of Differences Between Manning’s n Values” 3 listed surface descriptions, SWMM 5 User’s Manual Table A.6 is notably limited for local application. Due to these limited options, the absence of additional references suitable for local use, and the streamlining appeal of a de facto value, we anticipate that jurisdictions will not be inclined to approve land surfaces other than short prairie grass. 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. SWMM-Endorsed Values Will Improve Model Quality 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 and SWMM 5 Applications Manual by providing an in-depth description of the program’s hydrologic components (EPA 2016). Table 3-5 of the SWMM Hydrology Reference Manual expounds upon SWMM 5 User’s Manual Table A.6 by providing Manning’s n values for additional overland flow surfaces3. The values are provided in Table 1: Table 1: Manning’s n Values for Overland Flow (EPA, 2016; Yen 2001; Yen and Chow, 1983). Overland Surface Light Rain (< 0.8 in/hr) Moderate Rain (0.8-1.2 in/hr) Heavy Rain (> 1.2 in/hr) Smooth asphalt pavement 0.010 0.012 0.015 Smooth impervious surface 0.011 0.013 0.015 Tar and sand pavement 0.012 0.014 0.016 Concrete pavement 0.014 0.017 0.020 Rough impervious surface 0.015 0.019 0.023 Smooth bare packed soil 0.017 0.021 0.025 Moderate bare packed soil 0.025 0.030 0.035 Rough bare packed soil 0.032 0.038 0.045 Gravel soil 0.025 0.032 0.045 Mowed poor grass 0.030 0.038 0.045 Average grass, closely clipped sod 0.040 0.050 0.060 Pasture 0.040 0.055 0.070 Timberland 0.060 0.090 0.120 Dense grass 0.060 0.090 0.120 Shrubs and bushes 0.080 0.120 0.180 Land Use Business 0.014 0.022 0.035 Semibusiness 0.022 0.035 0.050 Industrial 0.020 0.035 0.050 Dense residential 0.025 0.040 0.060 Suburban residential 0.030 0.055 0.080 Parks and lawns 0.040 0.075 0.120 0 040 Pre-project Post- project, mostly playground/ lawn -TRWE- I I I I 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 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 www.BioCleanEnvironmental.com Maintenance Guidelines for Modular Wetland System - Linear Maintenance Summary o Remove Trash from Screening Device – average maintenance interval is 6 to 12 months.  (5 minute average service time). o Remove Sediment from Separation Chamber – average maintenance interval is 12 to 24 months.  (10 minute average service time). o Replace Cartridge Filter Media – average maintenance interval 12 to 24 months.  (10-15 minute per cartridge average service time). o Replace Drain Down Filter Media – average maintenance interval is 12 to 24 months.  (5 minute average service time). o Trim Vegetation – average maintenance interval is 6 to 12 months.  (Service time varies). System Diagram Access to screening device, separation chamber and cartridge filter Access to drain down filter Pre-Treatment Chamber Biofiltration Chamber Discharge Chamber Outflow Pipe Inflow Pipe (optional) Bio ~Clean A Forterra Company www.BioCleanEnvironmental.com 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. The hose of the vacuum truck will not damage the screening device. 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. 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. Bio ~Clean A Forterra Company www.BioCleanEnvironmental.com 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. Bio ~Clean A Forterra Company www.BioCleanEnvironmental.com 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. Bio ~Clean A Forterra Company www.BioCleanEnvironmental.com 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. Bio ~Clean A Forterra Company www.BioCleanEnvironmental.com 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. Bio ~Clean A Forterra Company Attachment 3 – Inspection and Maintenance Log (BioClean) www.BioCleanEnvironmental.com Inspection Form Bio Clean P. 855-566-3938 F. 760-433-3176 E. Info@BioCleanEnvironmental.com Bio ~Clean A Forterra Company For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ MP / MAemiT// etaD emaN rotcepsnI setoN lanoitiddA noitidnoC rehtaeW 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. 398 Via El Centro, Oceanside, CA 92058 P. 855-566-3938 F. 760.433.3176 Inspection Report Modular Wetlands System 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 theunit? 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 Bio ~Clean A Forterra Company ---- □ □ □ □ □ □ I www.BioCleanEnvironmental.com Maintenance Report Bio Clean P. 855-566-3938 F. 760-433-3176 E. Info@BioCleanEnvironmental.com ~l -·,-., ~ . . ~'i ~ .:.-~.~ Bio ~Clean A Forterra Company ' . ~-• . \~\; '\\ '--., ,--~-~· \ ·-,'-. • • •-__ ., ··-~ ....,._..,_ --,· ~,...~~- ·:,, :: ~~1-., ffr,_~11.-~ { -,, ,_ . , /":$~._-~'.';~~ ,~ . : ,\.,_o... 'S. ~ •• • ,,, •• -' ........ , ~ • _.,. .. J,--.. . . ... -_ ----~--...if>!· .. ---.=,>e For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ MP / MAemiT// etaD emaN rotcepsnI setoN lanoitiddA noitidnoC rehtaeW Site Map # Comments: 398 Via El Centro, Oceanside, CA 92058 P. 855-566-3938 F. 760.433.3176 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 SystemBio~Clean A Forterra Company ---- □ □ □ □ □ □ ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City’s standard Single Sheet BMP Plan.] PH PH 10' 10' 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 SD SD SD SD SD SD SD SD SD SD SD SD SD SDSDSDSD SD SD SD SD SD SD SD S D SD SD SD SD SD SD SD W W W W W W W W W W W SD SD G S D SDSDSD SD SD S D SD SD SD SD SD SD SD S D S D S D SD SD SD SD SD SD SD SD SD SD S D S D S D SD SD SD SD SD SD SD SD SD SD SD SD SD 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 CO M M CO M M COMM COMM COMM COMM COMM COMM COMM COMM COMM COMM E E E E E E E E E E E E E E E E E IRR IR R IR R IR R IRR IRR IRR IRR IRR IRR IRR IRR IRR I R R IR R IR R I R R IRR IRR IRR IRR IRR IRR IR R IR R IRR IRR IRR IR R IR R IR R IRRIRRIRR IRR IR R IRR IRR IR R IR R IR R IR R I R R IRR IRR IR R IR R IRR IR R IR R IR R IR R IR R IR R IR R IR R G G E COMM COMM COMM G E E COM M CO M M E E E CO M M CO M M E E E E EEE EE E E E E E COMM COMM C O M M COMM COMM E E E E E E E ECOMM CO M M C O M M E E CO M M CO M M E G G G G G G E E E E E E ECOMM COMM E E E E E E E E E E E E E E E E E E IR R IR R IR R IR R IR R IRR EEE G G G G G G G G G G G E EE IRR IR R IR R IRR IR R IRRIRR CO M M CO M M COMM CO M M CO M M E E E E E E E E E E G G G G C O M M C O M M C O M M COMM E E E E E E CO M M G G G G G G G E G G G G G CO M M E G G G G E E E G G G SD (151) (150) (149) (148) (147) (146) (145) (140) (151) (150) (145) (153) (154) (155) (160) (160) (155) (154) (150) (155) (1 5 5 ) (1 5 4 ) (1 5 3 ) (1 5 2 ) (1 5 1 ) (15 0 ) (15 5 ) (156)(157) (158) (15 4 ) (155) (153) (154) (155) (160) (156) (150)(150) SD S D S D AVIAR A P A R K W A Y A M B R O S I A L A N E PROPERTY LINE PROPERTY LINE NON DISTURBED AREA BIOFILTRATION BMP-2, 3,000 SF BIOFILTRATION BMP-1, 6,300 SF PROPRIETARY BIOFILTRATION BMP-3, MWS-4-4-V NON DISTURBED AREA (E) BUILDING 300 CLASSROOM (E) BUILDING 700 CLASSROOM (E) BLDG 400 CLASSROOM (E) BUILDING 500 CLASSROOM (E) BUILDING 600 CLASSROOM NEW BUILDING 800 CLASSROOM NON DISTURBED AREA 4 4 4 4 4 4 4 4 4 4 44 4 4 4 4 4 4 444 4 4 4 4 4 4 5 5 5 5 5 5 5 5 1 2 3 5 5 ROOF DRAIN TO LANDSCAPING BIORETENTION AREA 4 2 BMP TYPEBMP ID #SYMBOL CASQA NO.DRAWING NO.SHEET NO.(S)MAINTENANCE FREQUENCY BMP TABLE BRYAN HILL RECOMMENDATIONS AND/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 SD-11 TC-32 INSPECTION FREQUENCYQUANTITY TREATMENT CONTROL LOW IMPACT DESIGN (L.I.D.) SOURCE CONTROL 3 HYDROMODIFICATION & TREATMENT CONTROL 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT. 48 EA.543-4A 4-17 ANNUALLY ANNUALLY 9,300 SF.543-4A 13, 16, 17, 21 SEMI-ANNUALLY 1 PROPRIETARY BIOFILTRATION SEMI-ANNUALLYTC-32 1 EA.543-4A 15 STENCILS/5 SD-13DRAINS TO OCEANNO DUMPING ** 6. SEE PROJECT SWQMP FOR ADDITIONAL INFORMATION. SIGNATURE QUARTERLY ANNUALLY REVIEWED BY: DATEINSPECTOR DATE "AS BUILT" RCE EXP. 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. REV. 9/2022 AVIARA OAKS ES MODERNIZATION SINGLE SHEET BMP PLAN RCE 69339 TORY R. WALKER ENGINEERING 122 CIVIC CENTER DR. #206 VISTA, CA 92084 (760) 414-9212 CARLSBAD UNIFIED SCHOOL DIST. 6225 EL CAMINO REAL CARLSBAD, CA 92009 (760) 331-5000 DERRICK ANDERSON 1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S & BLDG PLANS 543-4A 8 EA.543-4A 4-17 ANNUALLY ANNUALLYSIGNAGE