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Home My WebLink AboutPD2023-0013; AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION; AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION AND AVIARA OAKS MIDDLE SCHOOL WHOLE SITE MODERNIZATION; 2025-01-17 E-35 REV 08/22 Development Services Land Development Engineering 1635 Faraday Avenue 442‐339‐2750 www.carlsbadca.gov AMENDED STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) E-35 (REPLACES PREVIOUSLY APPROVED OCTOBER 2023 REPORT) CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION AND AVIARA OAKS MIDDLE SCHOOL WHOLE SITE 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: Carlsbad Unified School District 6225 El Camino Real Carlsbad, CA 92009 and 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: Originally Approved: October 26, 2023 Amended: January 17, 2025 1/17/2025 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: 06/26 ________________________________________________________ Print Name ________________________________________________________ Company ____________________________ Date Bryan Hill Tory R. Walker Engineering 11/22/241/17/2025 PROJECT VICINITY MAP Not to Scale CITY OF OCEANSIDE HIGHWAY 78 PR OJ ECT PAC IFI C OCEAN AVE CITY OF ENC INITAS CITY OF VISTA ~ '<-0 CITY OF SAN 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: 366,130 ft2 (8.41) acres The total proposed newly created and/or replaced impervious area is: 190,716ft2 ( 4.38) 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) = 190,716 sq. ft. Percent impervious area created or replaced (B/A)*100 = 32% % 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: Bryan Hill, Tory R. Walker Engineering Representative 9/25/24 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) 8.41 Acres (366,130 Square Feet) Project Proposed Impervious Area (subset of Project Area) 4.38 Acres (190,716 Square Feet) Project Proposed Pervious Area (subset of Project Area) 4.03 Acres (175,414 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. Existing Impervious: Approx. 13.6 acres 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 and middle 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]: Aviara Oaks Elementary school is 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 January 2025, 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 Aviara Oaks Elementary School and Aviara Oaks Middle School projects propose modernization improvements to the two adjacent schools. Although the projects are permitted separately, they are adjacent schools with some comingled runoff, due to shared driveway access from the public road, and both drain to the same public storm drain system. As such, water quality impacts within this SWQMP will address both projects. The current phase of permitting supported by the SWQMP is Construction Change 2 for the Aviara Oaks Elementary School Grading Plan, DWG 543-4A. The Aviara Oaks Middle School is in Design Development and approval of this SWQMP does not constitute approval of the Aviara Oaks Middle School. This SWQMP will be updated, as appropriate, when construction drawings are submitted to the City of Carlsbad for review. The proposed school upgrades consist of hardscape improvements, parking lot renovation, a new building, and playgrounds. The project proposes two biofiltration basins for water quality and hydromodification mitigation. In addition to the required mitigation for the proposed improvements, Aviara Oaks Elementary will provide mitigation for runoff from existing site buildings and hardscape that comingles with proposed project runoff and drains to the biofiltration basins. This mitigation will provide onsite alternative compliance for future anticipated improvements at the adjacent Aviara Oaks Middle School, see the DMA Exhibit for additional information. 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, and new hardscape. List/describe proposed pervious features of the project (e.g., landscape areas): The proposed pervious features of this project include landscaped areas, playgrounds and biofiltration basins. 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 two biofiltration basins designed to provide water quality, hydromodification, and peak flow mitigation. The biofiltration basins 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. A large portion of natural hillside and drive lane to the west and north of the project will incorporate new storm drain infrastructure in order to bypass these areas around the proposed improvements. A small section of the Ambrosia Lane driveway is unable to be collected and routed to the proposed BMPs due to the infill nature of the project and need to match existing site topography. 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 BMP. In addition to the required mitigation for the proposed improvements, Aviara Oaks Elementary will also provide onsite alternative compliance for future anticipated improvements at the adjacent Aviara Oaks Middle School (AOMS). This SWQMP will be updated, as appropriate, when construction drawings are submitted for the Middle School. See the DMA exhibit for the location of these 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 January 2025, for additional detail. That study identifies the outfall of BMP-1 as POC-1, the outfall of BMP-2 as POC-2, 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 8.50 0.66 5.93 6.0 33.57 16.11 POC 2 3.29 0.47 9.69 4.4 6.87 4.25 POC 3 0.15 0.35 5 6.69 0.35 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 proposed biofiltration basins are sized to provide water quality, hydromodification, and 100 year peak flow mitigation. A small section of the Ambrosia Lane driveway is unable to be collected and routed to the proposed BMP due to the infill nature of the project and need to match existing site topography. 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 BMP. In addition to the required mitigation for the proposed improvements, Aviara Oaks Elementary will also provide onsite alternative compliance for future anticipated improvements at the adjacent Aviara Oaks Middle School. This SWQMP will be updated, as appropriate, when construction drawings are submitted for the Middle School. See the HMP exhibit in Attachment 2 for the location of these 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. Due to the high level of foot traffic at the school, both on the hardscape and often in the planter areas as well, the preference is to minimize the potential for standing water to minimize contact of the storm water with the students. As an alternative, roof runoff is routed to the biofiltration basins for water quality and hydromodification mitigation. (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. 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I I I I I I II I I /\ II I I I I I I = I I I I I I II I ,v II I I I I I I I ()---~ ~ I " ii ~ : ___ ( -~ ~ ,-, I I I I I I 0 I I I I I I I I I I I I I I I I I I I I I l I I I I I I I I I I I I 0 I I I I I I I I I I I I I I I I I I I I I I I I 0--- ~ I I I I I ~ I 1-~ ~ ,-,- I -t I -~ Q. ! '1'1A I I II \_~ i I I I I I r I I I I I I I I I 0-----~ -~ -1 IL~ ~ -~ I I I I I I I I I I I I I I I I I I I I I I I I () I I I I I I I I I I I I I I I I I I I () I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I~ r I --r ~ - ii r ~ -t ---r 0--- I I I I I I I I I I j ~1= j j j 0 6 0 6 6 6 0 0 606 0 0 0 0 0 0 0 0 n n -7 □ □ = ::J □ □ = :::J □ □ = ::J 8 -0 [Ilil]] -0 RUHN AU 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 basin should be designed for a “no infiltration” condition. Project retention requirements are calculated accordingly. Step 3. Determine BMP Performance: The project proposes two 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. 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. A portion of the driveway on Ambrosia Lane is not able to be collected and routed to a BMP. This is due to the infill nature of the project and need to match existing site topography. As an alternative the project will provide on-site alternative mitigation by treating an equivalent area of existing impervious surface as new. In addition to the required mitigation for the proposed improvements, Aviara Oaks Elementary will also provide onsite alternative compliance for future anticipated improvements at the adjacent Aviara Oaks Middle School. This SWQMP will be updated, as appropriate, when construction drawings are submitted for the Middle School. Hydromodification mitigation calculations were completed using SWMM continuous simulation modeling. DMA-1 and DMA-2 are routed through the biofiltration basins for hydromodification mitigation. The proposed biofiltration basins are designed to accommodate the additional flow control and detention needed to address project impacts for the untreated areas. 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: 149,760 sf (3.44 acres) of new impervious areas (driveways, parking lots, and hardscape), 53,710 sf (1.23 ac) of existing impervious area, and 66,550 sf (1.53 ac) of proposed pervious area drains to the proposed Biofiltration Basin (BF-1). The minimum required basin bottom area is 6,132 sf. The proposed provided bottom area is 6,200 sf. The basin provides treatment of existing impervious area as onsite alternative compliance for the areas unable to be treated. 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. 12, 13 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: 40,956 sf (0.94 acres) of new impervious areas (driveways, parking lots, and hardscape), and 100,564 sf (2.31 ac) of proposed pervious area that drains to the proposed Bio-filtration Basin (BF-2). The required basin bottom area is 2,025 sf. The proposed provided bottom area is 2,100 sf. 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 N 0 0 ° 2 0 ' 2 2 " W 2 9 3 . 7 1 ' N 55°56'0 0 " W 416.30' 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 40.00 10.00 40.00 10.00 35.00 15.00 AHEAD SD SD S D SD RD RD RD W S S WS SW S PH PHPH PH PH VAN VAN VAN (E) BLDG 400 CLASSROOM (E) BUILDING 500 CLASSROOM BUILDING 600CLASSROOM NEW BUILDING 800DS (E) BUILDING 300 CLASSROOM (E) BUILDING 700 CLASSROOM (E) BLDG 400 CLASSROOM (E) BUILDING 500 CLASSROOM (E) NEW BUILDING 800 CLASSROOM 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 DS DMA EXHIBIT SD SD DS 11\\\ t I • • • I ·•·. . .. ,., . .. . ... _, ~~.;:' '1\' I ; .. 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V \ ... \ ... . ... . ... . ·-:. 4 • • • • • ~ ;:, \ . ... . ... . \ \:-~~. : • : -~-: \ ·~:~ .... ~ ....... -~ ·:· .. ~ ... . .. .. . \ '.,~ . ... . . . \ ~I ' W ♦ W W ~ ·. . ... . .. . \ ,:.-\. . . . ... \ • ~.... . ... .. . .. ..... ... . .. . .,..\ .. . .. .. . . ... . . . ... . . . . . . . . • 0RT 1; I .. , '· ' ,. ! ", I ; r,• ~ / AVIARA OAKS MIDDLE SCHOOL (APPROXIMATELY 30,000 SF, SEE NOTE TO THE RIGHT) ~ ~~ 1 ~ \ \ \ \ \ FUTURE IMPROVEMENTS CONTINGENCY (MIDDLE SCHOOL) THE ADJACENT AVIARA OAKS MIDDLE SCHOOL PROJECT IS CURRENTLY IN DESIGN DEVELOPMENT. DUE TO SITE DESIGN CONSTRAINTS, IT IS ANTICIPATED THAT THE MIDDLE SCHOOL WILL BE UNABLE TO PROVIDE ADEQUATE WATER QUALITY AND HYDROMODIFICATION MITIGATION ON-SITE. AS SUCH, AVIAIRA OAKS ELEMENTARY PROPOSES TO PROVIDE BOTH WATER QUALITY AND HYDROMODIFICA TION MITIGATION FOR EXISTING IMPERVIOUS AREA TRIBUTARY TO BMP-1, AS ON-SITE ALTERNATIVE COMPLIANCE IN ANTICIPATION OF THE FUTURE IMPROVEMENTS. BOTH THE MIDDLE SCHOOL AND ELEMENTARY SCHOOL ARE TRIBUTARY TO THE SAME 60" RCP PUBLIC STORM DRAIN THAT PASSES THROUGH THE EAST SIDE OF THE SCHOOL SITE. AS SHOWN ON THIS EXHIBIT, AND AS CALCULATED WITHIN THIS SWQMP, UP TO 50,210 SF OF ON-SITE ALTERNATIVE COMPLIANCE AREA IS AVAILABLE FOR THE MIDDLE SCHOOL IMPROVEMENTS. BASED ON CURRENT DESIGN DRAWINGS, THE MIDDLE SCHOOL PROPOSES APPROXIMATELY 30,000 SF OF NEW IMPERVIOUS SURFACE. NO APPROVAL OF THE MIDDLE SCHOOL SITE PLAN IS IMPLIED WITHIN THIS SWQMP AT THIS TIME. AT FINAL ENGINEERING, THIS SWQMP WILL BE UPDATED AND REVISED AS APPROPRIATE TO SUPPORT THE MIDDLE SCHOOL CONSTRUCTION DRAWINGS. SOURCE CONTROL AND SITE DESIGN BMP NOTES 1 . 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. 2. 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. 3. THE PROJECT MINIMIZES IMPERVIOUS AREAS BY CONSTRUCTING DRIVEWAYS AND SIDEWALKS TO MINIMUM REQUIRED WIDTHS. 4. 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: ,.-;tf i ;;;;;'.:/ . . . ,· ,1111!'!'!'\'UIIJ,,. ..,~~~''· 1. ~i&ui ¥.:[[~LAIN BY HYOROLOGIC SOIL LEGEND EXISTING CONTOUR PROPOSED CONTOUR EXISTING STORM DRAIN PROPOSED STORM DRAIN ROOF DRAIN DOWNSPOUT 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 (53,710 SF) PROPOSED IMPERVIOUS, NOT TRIBUTARY TO A BMP, TREATMENT PROVIDED BY ON-SITE ALT COMPLIANCE (3,500 SF) PROPOSED AVIARA OAKS MIDDLE SCHOOL IMPROVEMENTS, NOT TRIBUTARY TO A BMP, TREATMENT PROVIDED BY ON-SITE ALT COMPLIANCE (APPROXIMATELY 30,000 SF) OMA BOUNDARY FLOW DIRECTION STORM DRAIN SIGNAGE ....__,50 -- '-----1~- - 1:-=· =.:.:. =· =· = ·=. :j C::, □ ;:~}f-~9:?~:::::: :/:;'~){. \::;<:.;'.,·"., t:.',·<\· . :.) 2• g;g~~::,~~~ :::L~ATTl6~~~[tttl~G20 • • • .. • ;:~\:·~'~:111;~f~f? • . : : : : : : r::t!.s~~ J~::{i1x}i:ttf-1jJtf1il~1:t{161~ 3. ~:{;r1~1i]1ii~~1;,~1![{:0TO B[ ~¢;;;;:::_~:_;~.->-:'. · · · · :·;•·;.:,.· .. ,· ~ _.,,_.. ••·:·i,: ;,.-·:,·:.,:.~ ;, , . .:·,:·:>.·.-'.:,~:.•.,-;:-,:;•;.;-:. AREAS EXIST WI THIN TH[ PROPOSED DMA ID AREA {SF) DMA SURFACE TYPE (SF) PERCENT IMPERVIOUS DMA TYPE PROPOSED BMP TYPE STRUCTURAL STRUCTURAL •• .. ·,;·'._. • ·~:·. ·• .. '. ... • • ... • ... • ... ... • ... • • • • • •:!: <:,.::.-:./.-~~(.:t;/:-::-.. ;:i l: \-:~~--/~· .... -~. ~ .. • • • • • • • • • .... , < .. • • • • .<,;:,+ .. ;.:,·,.-,_·;:;:,·>.~''.''·!-·.,~.,: .. ,~.·. DEVELOPMENT AREA, SEE ATTACHMENT 2b ·r·~;:·m -... • ... • ... " '~ ... ' .-.. .... .!• ~ ... . ... ... ... .-:· : ... .................. t :: ~ ...Ji' ~ . . . . . . . . . . ... . . . . . . . . '-----'l'i·, ·=·=·=·=··~ \ ........ ~ ........ . . . . . . . . ........ . . . . . . . . . . . . -·····--·--· . .......... . -·····--·--.... ' ..... . :-:•:•E!"·. I I I I I 0 1 I I -1--1 0 .J_. 0 0 0 0 • • 0 • 1 276,220 2 143,620 149,760 PROPOSED IMPER\AOJS AREA (DRIVEWAY, PARKING LOT, AND HARDSCAPE) 53,710 EXISTING IMPER\AOJS AREA 66,550 PROPOSED PERIAOJS AREA 40,956 PROPOSED IMPER\AOJS AREA (DRIVEWAY, PARKING LOT, HARDSCAPE) 100,564 PROPOSED PER\AOJS AREA 74% 29% DRAINS TO BMP DRAINS TO BMP BIOFIL TRA TION (WQ AND HMP) BIOFIL TRA TION (WQ AND HMP) •-•-•-•-•-•-•-•-•-•-•-•-•,•-•-r .L-.-,-•-•~-•-•-•-•---v 1/.1 ~--~-----I 1 EE EE EE ··-·····-·· ............ ··--·····-··· . • = • = ·m· · = • =· =·=·= ·= ·= •••• • •• • =· = • = • = • = • = • =· = • = ·= ·= • = .. ·.·.·.·. ·.·.·.·.·.·.·.1··· .. ·.·.·.·.·.·.·.·.·.·.·.·.·.· : · =::: :: :=::: • = · --• =::: =:=:~· := :=: = ·. . . . · = · =:: =: =: =:: :: :=:=::::::::::: =: =: .·.·.·.··1······· .•.•.•.• •.•.• .. •.•.•.. . .•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•. . ·:::::::::i:::::::::::::::: /::=:} :::::=:::::=:=:=:-:-:-:-:-:-:·:·:=:=:::::::::::::::::::::=:=:=:=:=::::::::::::::: • : : : : : : : : ~::::::::::::::!I :::~:::::::::::::::::::::::: l: :: : :: : : : : : : : : : : : : : : : : : : : : : : : : : : l: !: : : : : : : : : : =:: =:: =: = = •• : ·-= • · • =· = • = •: • = • =· =·=·=i=-= ·r ·=· = • = • = ·: ·: • = • =· =· =· = • =·= ·=·=·=-=-= • = • = • =· = • = •: • = • =· =· · · • · • · • · • · • · •. • ~ · ~ ~ ~ ~ ~ =:. ~ ~ ~ ~ ~~ ~: ~ ~ ~ ~ ~ ~ -: = ~~ ~ ~ t: ~ ~ ~ ~ ~ ~~~ ~~ ~ ~ ~ ~ ~ ~:: =: =: =: =:: ~: ~ ~: ~: ~ ~; ~; ~; ~ ~; ~; ~ ~: ~= ~ ~: ~:. :~ =~= 0 ~ ~ ~4~ ~ %~~: ,: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . • . • .•. 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WALKER ENGINEERING AVI ARA OAKS ELEMENT ARY SCHOOL 122 Civic Center Drive, Sui te 206 Vista, CA 92084 4653 CARMEL MOUNTAIN RD, SUITE 308 SAN DIEGO, CA 92130 RUHNAUCLARKE.COM SHEET 3 - KEY MAP SHEET 4 - GRADING PLANS SHEET 5 - GRADING PLANS SHEET 6 - GRADING PLANS SHEET 7 - GRADING PLANS SHEET 8 - GRADING PLANS SHEET 9 - GRADING PLANS SHEET 10 - GRADING PLANS SHEET 11 - GRADING PLANS SHEET 12 - GRADING PLANS SHEET 13 - GRADING PLANS SHEET 14 - GRADING PLANS SHEET 15 - GRADING PLANS SHEET 16 - GRADING PLANS SHEET 18 - UTILITY PLAN SHEET 19 - CIVIL DETAILS SHEET 20 - CIVIL DETAILS SHEET 22 - HORIZONTAL CONTROL PLAN SHEET 23 - HORIZONTAL CONTROL PLAN W SD 21.70 FSSHEET 2 - EXISTING CONDITIONS EXISTING STORM PIPING EXISTING WATER PIPING PROPOSED CONTOUR EXISTING CONTOUR STORM DRAIN INLET STORM DRAIN SPOT ELEVATION EXISTING BUILDINGS ASPHALT CONCRETE PAVING WWATER PIPELINE FIRE HYDRANT THE SOUTH HALF OF THE WEST HALF OF THE NORTH HALF OF THE SOUTH HALF OF THE NORTHWEST QUARTER OF SECTION 26, TOWNSHIP 12 SOUTH, RANGE 4 WEST, SAN BERNARDINO MERIDIAN, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO OFFICIAL PLAT THEREOF. 4653 CARMEL MOUNTAIN RD, SUITE 308, SAN DIEGO, CA 92130 LANDSCAPING PLAYGROUND SURFACE SHEET 17 - GRADING PLANS SHEET 21 - CIVIL DETAILS FS = FINISH SURFACE TG = TOP OF GRATE TC = TOP OF CURB CO = CLEANOUT FF = FINISH FLOOR FG = FINISH GRADE IE = INVERT ELEVATION TW = TOP OF WALL BW = BOTTOM OF WALL THE BASIS OF BEARINGS FOR THESE PLANS IS A PORTION OF THE EASTERLY LINE OF SECTION 27, T 12 S, R 4 W, S.B.M., AS SHOWN ON R OF S 10774 N00°42'22"W. PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE W-2** W-17** PRIVATE PRIVATE PROPERTY LINE AND R/W PRIVATE GRADING QUANTITIES ARE ESTIMATED FOR BONDING PURPOSES ONLY AND ARE NOT BE USED FOR FINAL PAYMENT QUANTITIES. CONTRACTOR IS RESPONSIBLE FOR COMPUTING EARTHWORK QUANTITIES PRIOR TO BID AND SHALL NOT USE THE THESE QUANTITIES FOR BIDDING PURPOSES. 1. WATER & RECYCLED WATER MAIN AND APPURTENANCES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE "CITY OF CARLSBAD ENGINEERING STANDARDS" (LATEST EDITION) VOLUMES 2 & 3. 2. BEFORE ANY CONNECTION OR SHUT DOWN OF VALVES ON EXISTING C.M.W.D. LINES, A PERMIT SHALL BE OBTAINED FROM THE C.M.W.D. OFFICE AND MUST BE SIGNED AND APPROVED BY THE CITY OF CARLSBAD'S DEPUTY CITY ENGINEER AND THE UTILITY OPERATIONS' PUBLIC WORKS MANAGER. 3. THE CONTRACTOR SHALL NOTIFY THE CITY OF CARLSBAD ENGINEERING INSPECTION DEPARTMENT 48 HOURS PRIOR TO STARTING WORK SO THAT INSPECTION MAY BE PROVIDED - TELEPHONE NO. (760)438-3891. 4. NO TREES OR STRUCTURES SHALL BE ALLOWED IN THE WATER LINE EASEMENT, ALL EXISTING TREES AND STRUCTURES SHALL BE REMOVED PRIOR TO COMMENCEMENT OF WORK - ANY EXCEPTIONS SHALL REQUIRE WRITTEN PERMISSION FROM THE DISTRICT ENGINEER. 5.ALL BURIED COPPER PIPING AND APPURTENANCES SHALL BE PROTECTED BY MEANS OF CATHODIC PROTECTION. IF DEVELOPER/OWNER CONDUCTS A SOILS TEST REPORT AND DEMONSTRATES THAT PROTECTION CAN BE PERFORMED IN ANOTHER MANNER, THE DISTRICT ENGINEER WILL CONSIDER AN ALTERNATIVE FORM OF PROTECTION. 6. THE EXACT HORIZONTAL AND VERTICAL ALIGNMENT AND TYPE OF MATERIALS OF THE FIRE LINE LOCATED BETWEEN THE DETECTOR CHECK VALVE AND BUILDING SHALL BE DETERMINED BY THE CITY OF CARLSBAD FIRE MARSHAL. 7. ALL POTABLE WATER SERVICES SHALL BE 1" AND ALL METERS SHALL BE 1" (UNLESS OTHERWISE NOTED ON PLANS). 8. ALL WATER METER BOXES SHALL BE 17" X 30" X 12" POLYMER CONCRETE AS MANUFACTURED BY ARMORCAST OR EQUAL (UNLESS OTHERWISE NOTED ON PLANS). 9. MINIMUM SPACING BETWEEN POTABLE WATER SERVICES AND SEWER LATERALS SHALL BE 10 FEET. 10. THE TOP OF WATER METER BOXES SHALL BE FLUSH WITH THE FINISHED SURFACE GRADE. 11. CONSTRUCTION OF WATER MAINS AND RECYCLED WATER MAINS SHALL ADHERE TO THE "CRITERIA FOR THE SEPARATION OF WATER MAINS AND SANITARY SEWERS" PUBLISHED BY THE STATE OF CALIFORNIA'S DEPARTMENT OF HEALTH SERVICES. 12. AXIAL DEFLECTION AT THE PIPE JOINTS IS NOT ALLOWED. THE USE OF A HIGH- DEFLECTION COUPLING AT A PIPE JOINT MAY BE PERMITTED BY THE INSPECTOR ON A CASE BY CASE BASIS NOT TO EXCEED 4 DEGREES TOTAL DEFLECTION PER COUPLING (2 DEGREES/EACH GASKET). USE CERTAINTEED "VINYL-IRON" H.D. FOR C900. 13. BEFORE CONSTRUCTION BEGINS IN ANY PUBLIC RIGHT OF WAY, A CITY RIGHT OF WAY PERMIT SHALL BE REQUIRED. 14. NO CUTTING OF ASBESTOS CEMENT PIPE (ACP) IS PERMITTED. CONTRACTOR SHALL REMOVE ACP TO NEAREST COUPLING AND INSTALL ACP X PVC ADAPTORS AND THE NECESSARY PVC SIZE AND CLASS PIPE TO INSTALL THE TEE AT THE STATION. 15. PRIOR TO BACKFILL, INSTALL TRACER WIRE ON TOP OF PIPE AND SECURE IN PLACE WITH 2-INCH WIDE PLASTIC ADHESIVE TAPE AT MAXIMUM 10-FOOT INTERVALS. WIRE TO ENTER VALVE STANDS BY MEANS OF DRILLED HOLE IN PIPE STAND WALL JUST BELOW 4TTBOX. WIRE IS NOT TO INTERFERE WITH VALVE NUT OPERATION. RUN TRACER WIRE CONTINUOUSLY ALONG PIPE AND TERMINATE IN ADJACENT VALVE BOXES FOR BURIED ASSEMBLIES OR BURIED VALVES. WHERE BURIED SPLICES OCCUR, USE AN ELECTRICAL EPOXY RESIN SUCH AS SCOTCHCAST, OR APPROVED EQUAL. PROVIDE 24 INCHES OF COILED WIRE AT ACCESS POINTS FOR ATTACHMENTS OF PIPE LOCATING EQUIPMENT. EACH INSTALLED RUN OF PIPE SHALL BE CAPABLE OF BEING LOCATED USING THE TRACER WIRE. PROTECT WIRE INSULATION FROM DAMAGE DURING INSTALLATION AND BACKFILLING. WIRE INSULATION THAT IS BROKEN, CUT, OR DAMAGED SHALL BE REPLACED. TRACER WIRE SHALL BE AWG NO. 8 STRANDED COPPER WIRE WITH HIGH MOLECULAR WEIGHT POLYETHYLENE (HMW/PE) INSULATION SPECIFICALLY DESIGNED FOR DIRECT BURIAL IN CORROSIVE SOIL OR WATER. POLYETHYLENE INSULATION SHALL CONFORM TO ASTM D 1248, TYPE 1, CLASS C. WIRES WITH CUT OR DAMAGED INSULATION ARE NOT ACCEPTABLE AND REPLACEMENT OF THE ENTIRE WIRE WHICH HAS BEEN DAMAGED WILL BE REQUIRED AT THE CONTRACTOR'S EXPENSE. 16. CONTRACTOR TO SUBMIT E-28 FORM TO CM&I MINIMUM 2 WEEKS PRIOR TO ANY SCHEDULED WATER SHUTDOWN. N/A N/A N/A N/A 88 TOTAL 4,120 L.F. N/A N/A 126,033 S.F. 57,930 S.F. 77 L.F. 1 EA. N/A N/A N/A SHEET 24 - SINGLE SHEET BMP PLAN SHEET 25 - ARCHITECTURAL REFERENCE DETAILS (IN ADDITION TO THE REQUIREMENTS OF CHAPTER 15.16 OF THE CARLSBAD MUNICIPAL CODE.) 1. THIS PLAN SUPERSEDES ALL OTHER PLANS PREVIOUSLY APPROVED BY THE CITY OF CARLSBAD REGARDING GRADING SHOWN ON THIS SET OF PLANS. 2. APPROVAL OF THIS PLAN DOES NOT LESSEN OR WAIVE ANY PORTION OF THE CARLSBAD MUNICIPAL CODE, RESOLUTION OF CONDITIONAL APPROVAL, CITY STANDARDS OR OTHER ADDITIONAL DOCUMENTS LISTED HEREON AS THEY MAY PERTAIN TO THIS PROJECT. THE ENGINEER IN RESPONSIBLE CHARGE SHALL REVISE THESE PLANS WHEN NON-CONFORMANCE IS DISCOVERED. 3. CITY APPROVAL OF PLANS DOES NOT RELIEVE THE DEVELOPER OR ENGINEER-OF- WORK FROM RESPONSIBILITY FOR THE CORRECTION OF ERRORS AND OMISSIONS DISCOVERED DURING CONSTRUCTION. ALL PLAN REVISIONS SHALL BE PROMPTLY SUBMITTED TO THE CITY ENGINEER FOR APPROVAL. 4. A RIGHT-OF-WAY PERMIT FROM THE CITY ENGINEER WILL BE REQUIRED FOR ANY WORK IN THE PUBLIC RIGHT OF WAY. PRIOR TO PERMIT ISSUANCE, A CERTIFICATE OF INSURANCE AS WELL AS ADDITIONAL INSURED ENDORSEMENT MUST BE FILED NAMING THE CITY OF CARLSBAD AS AN ADDITIONAL INSURED ON THE PERMITTEE'S POLICY IN THE MINIMUM AMOUNT OF $1,000,000.00 FOR EACH OCCURRANCE OF LIABILITY. THE INSURANCE COMPANY WRITING THE POLICY MUST HAVE A RATING OF "A-" OR BETTER AND A SIZE CATEGORY OF CLASS VII OR BETTER AS ESTABLISHED BY "BESTS" KEY RATING GUIDE. 5. NO WORK SHALL BE COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM THE CITY AND OTHER APPROPRIATE AGENCIES. 6. REVISION OF THESE PLANS MAY BE REQUIRED IF THE PROPOSED IMPROVEMENTS ARE NOT CONSTRUCTED PRIOR TO THE DEADLINE DATE OF THE IMPROVEMENT AGREEMENT. 7. APPROVAL OF THESE PLANS BY THE CITY ENGINEER DOES NOT AUTHORIZE ANY WORK OR GRADING TO BE PERFORMED UNTIL THE PROPERTY OWNER'S PERMISSION HAS BEEN OBTAINED AND A VALID GRADING PERMIT HAS BEEN ISSUED. 8. NO REVISIONS WILL BE MADE TO THESE PLANS WITHOUT THE WRITTEN APPROVAL OF THE CITY ENGINEER, NOTED WITHIN THE REVISION BLOCK, ON THE APPROPRIATE SHEET OF THE PLANS AND THE TITLE SHEET. 9. ORIGINAL DRAWINGS SHALL BECOME THE PROPERTY OF THE CITY UPON BEING SIGNED BY THE CITY ENGINEER. 10. THE ORIGINAL DRAWING SHALL BE REVISED TO REFLECT AS-BUILT CONDITIONS BY THE ENGINEER-OF-WORK PRIOR TO FINAL ACCEPTANCE OF THE WORK BY THE CITY. 11. ACCESS FOR FIRE AND OTHER EMERGENCY VEHICLES SHALL BE MAINTAINED TO THE PROJECT SITE AT ALL TIMES DURING CONSTRUCTION. 12. WHERE TRENCHES ARE WITHIN CITY EASEMENTS, A SOILS REPORT COMPRISED OF: (A) SUMMARY SHEET, (B) LABORATORY WORK SHEETS AND (C) COMPACTION CURVES, SHALL BE SUBMITTED BY A PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. THE SOILS REPORT WILL BE SUBMITTED TO THE CITY ENGINEERING INSPECTOR WITHIN TWO WORKING DAYS OF THE COMPLETION OF FIELD TESTS. 13. A SOILS COMPACTION REPORT AND COMPLIANCE VERIFICATION REGARDING ADHERENCE TO RECOMMENDATIONS OUTLINED IN THE SOILS REPORT IS REQUIRED PRIOR TO THE ISSUANCE OF A BUILDING PERMIT. ALL CONTROLLED GRADING SHALL BE DONE UNDER THE DIRECTION OF A PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. ALL FILL OR FUTURE FILL AREAS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CITY OF CARLSBAD STANDARD SPECIFICATIONS AND THE "EARTHWORK SPECIFICATIONS " ATTACHED TO THE PRELIMINARY SOILS INVESTIGATION. DAILY FIELD COMPACTION REPORTS WILL BE SUBMITTED TO THE PROJECT INSPECTOR. 14. A PRECONSTRUCTION MEETING SHALL BE HELD PRIOR TO THE BEGINNING OF WORK AND SHALL BE ATTENDED BY ALL REPRESENTATIVES RESPONSIBLE FOR CONSTRUCTION, INSPECTION, SUPERVISION, TESTING AND ALL OTHER ASPECTS OF THE WORK. THE CONTRACTOR WILL BE CONTACTED BY THE PROJECT INSPECTOR TO COORDINATE A DATE AND TIME FOR THE PRECONSTRUCTION MEETING. APPROVED DRAWINGS MUST BE AVAILABLE PRIOR TO SCHEDULING. THE GRADING PERMIT WILL BE PROVIDED BY THE PROJECT INSPECTOR AT THE MEETING. 15. ALL INSPECTION REQUESTS OTHER THAN FOR PRECONSTRUCTION MEETING WILL BE MADE BY CALLING THE ENGINEERING 24-HOUR INSPECTION REQUEST LINE AT (760) 438-3891. INSPECTION REQUEST MUST BE RECEIVED PRIOR TO 2:00 P.M. ON THE WORKING DAY BEFORE THE INSPECTION IS NEEDED. INSPECTIONS WILL BE MADE THE NEXT WORK DAY UNLESS YOU REQUEST OTHERWISE. REQUESTS MADE AFTER 2:00 P.M. WILL BE SCHEDULED FOR TWO FULL WORK DAYS LATER. 16. THE OWNER AND/OR APPLICANT THROUGH THE DEVELOPER AND/OR CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING, AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS. 17. THE CONTRACTOR SHALL CONFORM TO LABOR CODE SECTION 6705 BY SUBMITTING A DETAIL PLAN TO THE CITY ENGINEER AND/OR CONCERNED AGENCY SHOWING THE DESIGN OF SHORING, BRACING SLOPING OR OTHER PROVISIONS TO BE MADE OF WORKER PROTECTION FROM THE HAZARD OF CAVING GROUND DURING THE EXCAVATION OF SUCH TRENCH OR TRENCHES OR DURING THE PIPE INSTALLATION THEREIN. THIS PLAN MUST BE PREPARED FOR ALL TRENCHES FIVE FEET (5') OR MORE IN DEPTH AND APPROVED BY THE CITY ENGINEER AND/OR CONCERNED AGENCY PRIOR TO EXCAVATION. IF THE PLAN VARIES FROM THE SHORING SYSTEM STANDARDS ESTABLISHED BY THE CONSTRUCTION SAFETY ORDERS, TITLE 8 CALIFORNIA ADMINISTRATIVE CODE, THE PLAN SHALL BE PREPARED BY A REGISTERED ENGINEER AT THE CONTRACTORS EXPENSE. A COPY OF THE OSHA EXCAVATION PERMIT MUST BE SUBMITTED TO THE INSPECTOR PRIOR TO EXCAVATION. 19. IF ANY ARCHAEOLOGICAL RESOURCES ARE DISCOVERED WITHIN ANY WORK AREA DURING CONSTRUCTION, OPERATIONS WILL CEASE IMMEDIATELY, AND THE PERMITTEE WILL NOTIFY THE CITY ENGINEER. OPERATIONS WILL NOT RESTART UNTIL THE PERMITTEE HAS RECEIVED WRITTEN AUTHORITY FROM THE CITY ENGINEER TO DO SO. 20. ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO, INCLUDING WARMING UP, REPAIR, ARRIVAL, DEPARTURE OR OPERATION OF TRUCKS, EARTHMOVING EQUIPMENT, CONSTRUCTION EQUIPMENT AND ANY OTHER ASSOCIATED GRADING EQUIPMENT SHALL BE LIMITED TO THE PERIOD BETWEEN 7:00 A.M. AND 6:00 P.M. EACH DAY, MONDAY THRU FRIDAY AND NO EARTHMOVING OR GRADING OPERATIONS SHALL BE CONDUCTED ON WEEKENDS OR HOLIDAYS. (A LIST OF CITY HOLIDAYS IS AVAILABLE AT THE ENGINEERING DEPARTMENT COUNTER.) 21.ALL OFF-SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TO THE CITY INSPECTOR FOR APPROVAL TWO FULL WORKING DAYS PRIOR TO BEGINNING OF WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTE OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION. 23. BRUSH SHALL BE REMOVED ONLY WITHIN THE AREA TO BE GRADED. NO TREES ARE TO BE REMOVED UNLESS SPECIFICALLY NOTED ON THE PLAN. 24. ALL AREAS SHALL BE GRADED TO DRAIN. GRADING RESULTING IN THE PONDING OF WATER IS NOT PERMITTED. ALL EARTHEN SWALES AND DITCHES SHALL HAVE A MINIMUM ONE PERCENT SLOPE. 25. THESE PLANS ARE SUBJECT TO A SIGNED AND APPROVED SWPPP AND/OR SET OF EROSION CONTROL PLANS. EROSION CONTROL SHALL BE AS SHOWN AND AS APPROVED BY THE CITY ENGINEER OR AS DIRECTED BY THE PROJECT INSPECTOR. 26. ALL SLOPES SHALL BE TRIMMED TO A FINISH GRADE TO PRODUCE A UNIFORM SURFACE AND CROSS SECTION. THE SITE SHALL BE LEFT IN A NEAT AND ORDERLY CONDITION. ALL STONES, ROOTS OR OTHER DEBRIS SHALL BE REMOVED AND DISPOSED OF AT A SITE APPROVED OF BY THE CITY ENGINEER. 27. ALL SLOPES SHALL BE IRRIGATED, STABILIZED, PLANTED AND/OR HYDROSEEDED WITHIN TEN (10) DAYS OF THE TIME WHEN EACH SLOPE IS BROUGHT TO GRADE AS SHOWN ON THE APPROVED GRADING PLANS. 22. IMPORT MATERIAL SHALL BE OBTAINED FROM, AND WASTE MATERIAL SHALL BE DEPOSITED AT, A SITE APPROVED BY THE CITY ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTES OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION. 18. NO BLASTING SHALL BE PERFORMED UNTIL A VALID BLASTING PERMIT HAS BEEN OBTAINED FROM THE CITY OF CARLSBAD. SUBMIT APPLICATION FOR BLASTING PERMIT WELL IN ADVANCE OF THE SCHEDULING OF BLASTING OPERATIONS. 28. LANDSCAPING SHALL BE ACCOMPLISHED ON ALL SLOPES AND PADS AS REQUIRED BY THE CITY OF CARLSBAD LANDSCAPE MANUAL, THE LANDSCAPING PLANS FOR THIS PROJECT, DRAWING NO. , AND/OR AS DIRECTED BY THE CITY ENGINEER OR PLANNING DIRECTOR. 29. THE OWNER/APPLICANT SHALL INSURE THAT ALL CONTRACTORS SHALL COORDINATE THE WORK OF THESE GRADING PLANS WITH THAT SHOWN ON BOTH THE LANDSCAPE AND IRRIGATION PLANS AND THE IMPROVEMENT PLANS AS REQUIRED FOR THIS WORK IN ACCORDANCE WITH THE LANDSCAPE MANUAL TIME REQUIREMENTS. 30. WHERE AN EXISTING PIPE LINE IS TO BE ABANDONED AS A RESULT OF THE GRADING OPERATION, IT SHALL BE REMOVED WITHIN TWENTY FEET OF BUILDING OR STREET AREAS AND REPLACED WITH PROPERLY COMPACTED SOILS. IN OTHER AREAS THE PIPE WILL BE PLUGGED WITH CONCRETE OR REMOVED AS APPROVED BY THE CITY ENGINEER. 31. THE EXISTENCE AND LOCATION OF UTILITY STRUCTURES AND FACILITIES SHOWN ON THE CONSTRUCTION PLANS WERE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. ATTENTION IS CALLED TO THE POSSIBLE EXISTENCE OF OTHER UTILITY FACILITIES OR STRUCTURES NOT SHOWN OR IN A LOCATION DIFFERENT FROM THAT SHOWN ON THE PLANS. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES SHOWN ON THE PLANS AND ANY OTHER EXISTING FACILITIES OR STRUCTURES NOT SHOWN. 32. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING FACILITIES (ABOVE GROUND AND UNDER GROUND ) WITHIN THE PROJECT SITE SUFFICIENTLY AHEAD OF GRADING TO PERMIT THE REVISION OF THE GRADING PLANS IF IT IS FOUND THAT THE ACTUAL LOCATIONS ARE IN CONFLICT WITH THE PROPOSED WORK. 33. THE CONTRACTOR SHALL NOTIFY AFFECTED UTILITY COMPANIES (SEE BELOW) AT LEAST 2 FULL WORKING DAYS PRIOR TO STARTING GRADING NEAR THEIR FACILITIES AND SHALL COORDINATE THE WORK WITH A COMPANY REPRESENTATIVE. A. FOR CONTROLLED GRADING - THE APPLICANT HIRES A CIVIL ENGINEER, SOILS ENGINEER, AND/OR GEOLOGIST TO GIVE TECHNICAL ADVICE, OBSERVE AND CONTROL THE WORK IN PROGRESS {15.16.120 A.8} CARLSBAD MUNICIPAL CODE. B. PRIOR TO FINAL APPROVAL OF A GRADING PERMIT - THE FOLLOWING REPORTS MUST BE SUBMITTED TO THE CITY ENGINEER VIA THE PROJECT INSPECTOR {15.16.120 A.10} CARLSBAD MUNICIPAL CODE: (1) FINAL REPORT BY SUPERVISING GRADING ENGINEER STATING ALL GRADING IS COMPLETE. ALL EROSION CONTROL, SLOPE PLANTING AND IRRIGATION ARE INSTALLED IN CONFORMANCE WITH CITY CODE AND THE APPROVED PLANS ( OBTAIN SAMPLE OF COMPLIANCE LETTER FROM CITY ENGINEERING DEPARTMENT). (2) AS-BUILT GRADING PLAN. (3) REPORT FROM THE SOILS ENGINEER, WHICH INCLUDES RECOMMENDED SOIL BEARING CAPACITIES, A STATEMENT AS TO THE EXPANSIVE QUALITY OF THE SOIL, AND SUMMARIES OF FIELD AND LABORATORY TESTS AND PLOTTED TEST POINTS THE REPORT SHALL ALSO INCLUDE A STATEMENT BY THE SOILS ENGINEER THAT THE GRADING WAS DONE IN ACCORDANCE WITH THE REQUIREMENTS AND RECOMMENDATIONS OUTLINED IN THE PRELIMINARY SOILS REPORT AND ANY SUPPLEMENTS THERETO. (4) REPORT WITH AS-BUILT GEOLOGIC PLAN, IF REQUIRED BY THE CITY. 35. UNLESS A GRADING PERMIT FOR THIS PROJECT IS ISSUED WITHIN ONE (1) YEAR AFTER THE CITY ENGINEER'S APPROVAL, THESE PLANS MAY BE REQUIRED TO BE RESUBMITTED FOR PLANCHECK. PLANCHECK FEES WILL BE REQUIRED FOR ANY SUCH RECHECK. 36.IN ACCORDANCE WITH THE CITY STORM WATER STANDARDS, ALL STORM DRAIN INLETS CONSTRUCTED BY THIS PLAN SHALL INCLUDE "STENCILS" BE ADDED TO PROHIBIT WASTEWATER DISCHARGE DOWNSTREAM. STENCILS SHALL BE ADDED TO THE SATISFACTION OF THE CITY ENGINEER. PROPOSED CONTOUR PRIVATE N/A167 CONCRETE CURB SDRSD G-01 3,430 L.F. CURB AND GUTTER SDRSD G-02 1,190 L.F. CURB RAMP SDRSD G-27 5 EA. RETAINING WALLS PRIVATE 825 L.F. HEAD WALL SDRSD D-30 4 EA. BIO-FILTRATION BASIN PRIVATE 8,800 S.F. MODULAR WETLAND UNIT PRIVATE 1 EA. UNDERGROUND SERVICE ALERT (800)422-4133 SDG&E (800)411-7343 AT&T (800)892-0123 TIME WARNER CABLE (760)438-7741 COX COMMUNICATIONS (619)262-1122 CITY OF CARLSBAD(STREETS & STORM DRAIN) (760)434-2980 CITY OF CARLSBAD(SEWER,WATER & RECLAIMED WATER) (760)438-2722 SAN DIEGUITO WATER DISTRICT (760)633-2650 LEUCADIA WASTEWATER DISTRICT (760)753-0155 VALLECITOS WATER DISTRICT (760)744-0460 OLIVENHAIN WATER DISTRICT (760)753-6466 BUENA SANITATION DISTRICT (760)726-1340 x1330 I, , A REGISTERED (CIVIL/ GEOTECHNICAL) ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS, HEREBY CERTIFY THAT A SAMPLING AND STUDY OF THE SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME OR UNDER MY DIRECTION BETWEEN THE DATES OF AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION PD2023-0013 543-4A MODIFIED CURB OUTLET SDRSD D-25A 2 EA. TYPE B-1 CURB INLET SDRSD D-02 2 EA. STORM DRAIN CLEANOUT SDRSD D-09 4 EA. TYPE F CATCH BASIN SDRSD D-07 3 EA. PARTIALLY COMPLETED PROJECTS SEEKING TO INDEFINITELY STOP WORK AND CLOSE THE GRADING PERMIT MUST IMPLEMENT APPROPRIATE ACCESS RESTRICTION AND EROSION AND SEDIMENT CONTROL MEASURES TO THE SATISFACTION OF THE CITY, INCLUDING BUT NOT LIMITED TO THE FOLLOWING: 1) PERMANENTLY STABILIZE ALL SLOPES (>5%) - 70% COVER WITH WELL-ESTABLISHED, SUSTAINABLE, NON-WEED VEGETATION (SEE CITY LANDSCAPE MANUAL FOR GUIDELINES) IS CONSIDERED ADEQUATE. 2) PERMANENTLY STABILIZE FLAT AREAS (≤5%) - 70% COVER WITH WELL-ESTABLISHED, SUSTAINABLE, NON-WEED VEGETATION (SEE CITY LANDSCAPE MANUAL FOR GUIDELINES) OR 2 INCHES (MINIMUM) OF PERMEABLE COVER (E.G., GRAVEL) IS CONSIDERED ADEQUATE. 3) RESTRICT ACCESS TO SITE - COORDINATE WITH CITY STAFF TO DETERMINE APPROPRIATE FENCING TYPE. 4) SIGNAGE ALONG FRONTAGE ROAD(S) POSTING THAT DUMPING, LITTERING, AND TRESPASSING ARE PROHIBITED. 5)TRESPASS ENFORCEMENT AUTHORIZATION LETTER MUST BE SENT FROM THE OWNER TO THE CITY OF CARLSBAD POLICE DEPARTMENT. 6) NOTARIZE AND RECORD AGAINST THE PROPERTY AN AGREEMENT STATING THAT OWNER IS RESPONSIBLE FOR MAINTAINING FENCING AND SIGNAGE, ADHERING TO THE FIRE PREVENTION ORDINATION, KEEPING THE SITE FREE FROM LITTER ACCUMULATION AND VEGETATION GROWTH, AND REMOVING ANY ILLEGALLY DUMPED MATERIALS AT THE SITE UNTIL THE PROPERTY IS DEVELOPED IN THE FUTURE. ALL STANDARD DRAWINGS ARE SAN DIEGO REGIONAL STANDARD DRAWINGS (SDRSD) UNLESS NOTED OTHERWISE: * CITY OF CARLSBAD STANDARD ** CARLSBAD MUNICIPAL WATER DISTRICT STANDARD DRAWING *** SDRSD AS MODIFIED BY CITY OF CARLSBAD SEXISTING SEWER PIPING PRIVATE N/A 160 WALL DRAINAGE CHANNEL PRIVATE 518 L.F. SHEET 26 - STORM DRAIN PLAN SHEET 27 - STORM DRAIN PROFILES LIMIT OF GRADING PRIVATE N/A DRIVEWAY GS-12*/SDRSD G-14E 590 S.F. VERTICAL OFFSET FOR WATER PIPING W-31**60 L.F.W 01/31/2024 1/31/2024 H&A TC DocuSign Envelope ID: 7D56F24D-AEF5-4C29-935B-ACB5EAFA2C14 2/14/2024 1 CHANGE ENGINEER OF RESPONSIBLE CHARGE; REPLACE SHEETS 6, 7, 12, 16, 18; REVISE SHEETS 11, 15, 26 05/09/24 SD 1 WATER NOTESGRADING NOTES "DECLARATION OF RESPONSIBLE CHARGE" ABANDONMENT NOTES SOURCE OF TOPOGRAPHY PROJECT LOCATION BASIS OF BEARINGS ABBREVIATIONSOWNER'S CERTIFICATE SOIL'S ENGINEER'S CERTIFICATE BENCH MARK EARTHWORK QUANTITIES REFERENCE DRAWINGS DEVELOPER PROJECT ADDRESS LEGAL DESCRIPTION INDEX OF SHEETS WORK TO BE DONE LEGEND DESCRIPTION DWG.NO.SYMBOL QUANTITY 6/12/24 TC DocuSign Envelope ID: 7922AC0F-2884-4507-845E-BBAD4FDD4EE8 REMOVE SHEETS 22-23; REPLACE SHEETS 3-16, 24, 26-27; REVISE SHEETS 1-2, 17-21, 25; ADD SHEETS 28-37 210/30/24 SD SHEET 28-29 - GRADING PLANS2 6,750 7,660 0 910 2 2 INDEX OF SHEETS (CONT.) SHEET 30-31 - CIVIL DETAILS SHEET 32-33 - WALL PROFILES SHEET 34 - WATER PLAN AND PROFILE SHEET 35-37 - TRAFFIC SIGNAGE AND STRIPING (BY OTHERS) 2 37 226 SHEET 22 - NOT USED SHEET 23 - NOT USED 2 2CURB RAMP SDRSD G-31, G-32A 2 EA BIO-FILTRATION EAST BASIN CUSD YES. SEE SWQMP 13 SEMI-ANNUALLY SEMI-ANNUALLY16BIO-FILTRATION EAST BASIN CUSD YES. SEE SWQMP 2 NIA 34. PERMIT COMPLIANCE REQUIREMENTS: I HEREBY DECLARE THA Tl AM THE ENGINEER OF WORK FOR THIS PROJECT, 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 CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. FIRM: CROSS CIVIL ENGINEERING ADDRESS: CITY, STATE: ---------------- TELEPHONE: 858-519-7783 BY: 4 J{ £ fl,.,_. JEFF R. CROSS I I) DATE: 12-12-23 R.C.E. NO.: _CfilS.3{)_ ___________ _ REGISTRATION EXPIRATION DATE:~6-=3=0-=25~------ JOHN F O'BRIEN NOVEMBER 14TH , 20 21 AND JANUARY 6TH , 20 23 COPIES OF THE SOILS REPORT COMPILED FROM THIS STUDY, WITH MY RECOMMENDATIONS, HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. SIGNED: ~L ~ C) ~ G.E./P.E. NO.: ____ 6_5_1 _________ _ DATE: ________________ _ LICENSE EXPIRATION DA TE: 3/31/25 I ( WE) HEREBY CERTIFY THAT A REGISTERED SOILS ENGINEER OR GEOLOGIST HAS BEEN OR WILL BE RETAINED TO SUPERVISE OVER-ALL GRADING ACTIVITY AND ADVISE ON THE COMPACTION AND STABILITY OF THIS SITE. IF THIS PROJECT/DEVELOPMENT IS SUBJECT TO A STATE- REGULA TED SWPPP, I (WE) ALSO AGREE A QUALIFIED SWPPP PRACTITIONER (QSP) HAS BEEN OR WILL BE RETAINED TO SUPERVISE IMPLEMENTATION OF THE SWPPP IN ACCORDANCE WITH THE CALIFORNIA CONSTRUCTION ORDER AND MUNICIPAL PERMIT,-LATEST ~- ~SICA KIMBRELL DATE • • • • •• TOPOGRAPHY SHOWN ON THESE PLANS WAS GENERA TED BY FIELD SURVEY METHODS FROM INFORMATION GATHERED ON, MAY 3RD 20 .21__BY JL SURVEYING TOPOGRAPHY SHOWN HEREON CONFORMS TO NATIONAL MAP ACCURACY STANDARDS. THIS PROJECT IS LOCATED WITHIN ASSESSORS PARCEL NUMBER(S) 215-050-74-00 THE CALIFORNIA COORDINATE INDEX OF THIS PROJECT IS: N 337 E_~16=8=5 ________ _ CITY OF OCENISIDE c::::E.Ai'I >-=- I I\:~; I '.J '.:..<~;-, I C TY OF VISTA OF MARCOS C -y OF UJCll,ITA.S SHEET 1 -GRADING TITLE SHEET ASSUMPTION OF RESPONSIBLE CHARGE AS OF 2024-03-22, I HEREBY ASSUME RESPONSIBLE CHARGE FOR DESIGN CHANGES TO THIS DRAWING . SEAN D. DRAKE 79243 03/31 /2026 BY R.C.E.# EXP. DATE LATITUDE 33 PLAN NING & ENGINEERING FIRM 10731 TREENA STREET, SAN DIEGO, CA 92131 ADDRESS 1-858-751-063 TELEPHONE ~ESS o. ' -._._>_ .• _._· .. __ . -~ '\ '( '< '·,-'1 '.\ 6900 AMBROSIA LANE, CARLSBAD, CA 92011 NAME: CARLSBAD UNIFIED SCHOOL DISTRICT ADDRESS: 6225 EL CAMINO REAL, CARLSBAD PHONE NO.: (760) 331-5000 DWG NO. 302-8 PUBLIC STORM DRAIN DWG NO. 1989-04-52004 ALGA ROAD K-8 DWG NO. 292-2A CARLSBAD TRACT NO 85-35 DWG NO. 311-2 PUBLIC WATER MAIN ALGA SCHOOL SITE (cur: ¢8 e.fS\ • -• ' CY • -·\ ' 1>FILL: ~ I (IMPORT: .I> CYi ' ' CY<, / ---------- THE GRADING WORK SHALL CONSIST OF THE CONSTRUCT/ON OF ALL CUTS AND FILLS, REMEDIAL GRADING, DRAINAGE FACILITIES, EROSION CONTROL FACILITIES, AND PLANTING OF PERMANENT LANDSCAPING AND PREPARATION OF AS-BUILT GRADING PLANS, AS-BUILT GEOLOGIC MAPS AND REPORTS, ALL AS SHOWN OR REQUIRED ON THIS SET OF PLANS AND THE CITY STANDARDS, SPECIFICATIONS, REQUIREMENTS, RESOLUTIONS AND ORDINANCES CITED ON THESE PLANS. THE GRADING WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING DOCUMENTS, CURRENT AT THE TIME OF CONSTRUCT/ON, AS DIRECTED BY THE CITY ENGINEER. 1. CARLSBAD MUNICIPAL CODE 2. CITY OF CARLSBAD ENGINEER/NG STANDARDS 3. THIS SET OF PLANS 4. THE STANDARD SPECIF/CATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK). 5. SOILS REPORT AND RECOMMENDA T/ONS BY NOVA ENGINEER/NG ----~DATED ~2~-8~-2~3~ __ _ 6. THE SAN DIEGO REGIONAL STANDARD DRAWINGS AND AS MAY BE MODIFIED BY THE CITY OF CARLSBAD STANDARDS. 7. STORM WATER POLLUTION PREVENTION PLAN PREPARED BY CROSS CIVIL ENGINEERING DATED 5-22-23 WDID NO. 9 37C401787 8. STORM WATER QUALITY MANAGEMENT PLAN PREPARED BY TORY WALKER ENGINEERING DATED 3-24-23 9. CALIFORNIA STORM WATER QUALITY ASSOC/A TION BMP CONSTRUCTION HANDBOOK AND CAL TRANS CONSTRUCTION SITE BMP MANUAL. -_,- ./iiiL.• "'3 @ li?i1 ill -----cJ----- TYPE O"R~r:RTPTTON l'0ST-C0:\JSTl~CCTI0.:l UMl' TAl.lLE OWN~R~TITP MAI.:lTE1ANCE AGREK\.fENT . I ~-· EXPORT: +,696 :REMEDIAL· 800 . ' / CY ) \ e-----------j-------j--------t---c---------"f ~ • • • • \ l • .>~ CYJ DESCRIPTION: CITY OF CARLSBAD SURVEY CONTROL NETWORK POINT #39 LOCA T/ON: SET 2.5' DISK IN CURB, WEST SIDE OF AMBROSIA LANE, 0.2 Ml. NORTH OF CONOSO WAY AT THE END OF A HEDGE. RECORDED· BY HUNSAKER & ASSOCIATES 5118/2001 ELEVATION: 247 56 DATUM:_~N~G~~~D2~9~---- DATE INITIAL REVISION DESCRIPTION k J 11 /h'/S /J?f"/\ ii')Ci_i_iL)ES Bi_/T iS .1\,ic--;; !___,'1\,;i,11ED TC: /--Si ,i C VJiJi'~i< it'-/Ci_l,10.1/",I~ i ):..JSi_iC i,i,'i; :·f-?:J'/t) .. -:U:_1\1 i S Ai\i~! i =_iii :c;;..,'A,L:' ~;is/ i'_ih:6.Ai'>.'Cc__ St_iC:-i' AS 'v-'c_h'iC:Lt_ A,\;~:: i=_(),'_///}1\/jt_,1'.// S//.1C'.//)C' CC),1\1S/:-.;_'1_/c:·;,1c:,,\,I P.1 --- /1iO1'?/(1-17 1-•:J'.):" Ti?Ai_,'_i(1 SC// .!J.'v'1-,' ,c·,,'/ ) T,I /Tr 1---------------------l l,1?C:\1CiiCS, CAC::<;-/Li_ CUTS A(/[; Si_C,°C <C/1///4\Sl F'F ./TF• .. ;FTI Fl 1· GRADING PLANS FOR: GR 2023-0022 TITLE SHEET APPROVED: JASON S. GELDERT r .... e,,.,,.,,,tt .. ENGINEERING MANAGER RCE 63912 PROJECT NO. 3775 TENTH STREET, RIVERSIDE CALIFORNIA 92501 (951) 684 4664 / 5751 PALMER WAY, SUITE C, CARLSBAD CALIFORNIA 92010 (760) 438 5899 ENGINEER OF WORK C---D_AT_E __ IN_IT_IA_L-+-_D_A_TE_~IN_IT_IAL__, I RVWD BY: OTHER APPROVAL CITY APPROVAL ~C_H_K_D_B_Y: ___ ~ ~--------~ ~----~ S D S D S D S D S D S D 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 S D S D S D S D S D SD SD SD SD SD SD SD SD SD SD SD IR R IR R IR R IR R IR R IR R IR R IR R I R R I R R IR R IR R IR R IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IR R IRR IRR IRR IRR IR R IR R IR R IR R E E E E E E E E E E E E E E E COMM COMM COMM COM M CO M M CO M M CO M M C O M M C O M M CO M M COMM COMM E E E E E E CO M M CO M M CO M M CO M M COMM CO M M CO M M CO M M CO M M G G G E E E E E E E W W S S S S S S S S S S S S S S S S S S S S S S W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WS S W W W S 4. 5 % 4 . 6 % 0.7% 1.5% 2.9 % 1.9 % 0.8%0.8% 1. 2 % 1. 8 % 0. 8 % 1. 8 % 1. 8 % 0. 5 % 0.3% 1.8% 1. 5 % 1.0% 1. 0 % 1.0% 1. 0 % 1. 4 % 1.0% 1. 5 % 1. 0 % 1.5% 4. 5 % 1.5% 1. 5 % 0.0% 4.8%1. 0 % 1.8% 0. 8 % 0. 0 % 1.3% 1.0% 1.0%1.0%1.0% 1.0%0.5% 1. 4 % 0.8% (149.26FS)(149.17FS) 149.85FS 149.44FS 149.15FS 150.62FS 150.30FS (153.15FS)(153.14FS) 148.87FS (148.14FS) (148.06FS) 148.26FS 148.52FS 149.02TC 149.34FS 149.12FS 149.62TC 149.45FS 149.48FS 149.48FS 149.48FS 149.48FS 149.48FS 149.48FS 0.8% 149.48FS149.48FS149.48FS 149.98TC 149.36FS 149.86TC 1.4 % EXISTING 8" ACP PUBLIC WATER MAIN PER RECORD DRAWING 311-2 152.41FS 152.47FS 152.52FS 152.45FS 152.48FS 154.74FS 1.0%0.6 % 0 . 9 % 7 . 0 % 7.2 % 1.0% 0.6%154.69FS 149.64FS 149.67FS 152.37FS 0.7% 1.4% 1. 1 % 1. 0 % 0.7% 1.7% 15 1 15 0 15 0 15 1 15 2 15 3 150 149 151 152 153 149.45FS 149.45FS 149.30FS 149.35FS 149.45FS 1. 5 % 0. 9 % 1. 5 % 1. 4 % 0.0% 1. 5 % 1. 5 % 1. 0 % 1. 5 % 1. 5 % 1. 5 % 1. 0 % 0.4% 149.48FS 149.31FS 149.41FS 1.5% 149.48FS 149.48FS 149.48FS 1.5% 0. 0 % 149.40FS 149.40FS 149.00FS 149.50TC 149.48FS 149.48FS 149.48FS149.48FS 149.48FS 149.40FS 149.00FS 149.00FS 148.42FS 148.92TC 149.15FS 149.65TC 1. 5 % 148.13FS 148.63TC 148.33FS 148.18FS 148.06FS 148.56TC 1. 5 % 1. 5 % 1. 5 % 1. 5 % 1. 5 % 1. 5 % 0.0%0.0%0.0%0.0%0.8% 149.00FS 149.00FS 149.00FS 149.00FS 149.00FS 148.26FS 0.0% 1.5% 1. 1 % 1. 4 % 148.95FS 148.19FS 148.69TC 149.48FS 149.47FS 1.6% 0. 7 % 149.86FS 149.89FS 150.14FS 150.09FS 1.0% 1.0% 0.0% 150.00FS 150.09FS 0. 6 % 1. 4 % 0. 6 % 1. 0 % 6-6" STEPS 3-12" STEPS 152.47FS 151.93FS149.81FS FUTURE MODULAR CLASSROOM BUILDING 900N FF=149.50 EXISTING BLDG. 600 (150.25 FF) FF=149.50 FUTURE MODULAR CLASSROOM BUILDING 900S 155.12TG 147.65IE IN 147.65IE OUT 154.92TG 147.36IE IN 147.36IE IN 147.36IE OUT 149.53TG 147.30IE OUT 149.25TG 146.25IE IN 146.25IE OUT 146.25IE OUT 148.18TG 146.63IE OUT 148.75TG 146.60IE IN 146.60IE OUT 149.30TG 146.40IE IN 146.40IE OUT 149.20TG 144.42IE IN 144.42IE OUT 149.30TG 145.50IE IN 145.50IE IN 145.50IE IN 145.50IE OUT 149.00TG 147.05IE IN 147.05IE OUT 149.30TG 145.14IE IN 145.14IE IN 145.43IE IN 145.14IE OUT 149.00TG 143.75IE IN 143.75IE IN 143.75IE OUT 148.75TG 147.50IE IN 149.30TG 144.78IE IN 144.78IE IN 145.43IE IN 144.78IE OUT 149.50TG 144.70IE IN 144.70IE IN 144.70IE OUT 149.30TG 144.42IE IN 144.42IE IN 144.42IE IN 144.42IE OUT 149.70FS 15 1 1 5 2 1 5 3 1 5 4 152.05TG 145.00IE IN 145.00IE OUT 146.80TG 145.80IE OUT 146.80TG 145.80IE OUT 146.80TG 145.70IE OUT 146.80TG 145.70IE OUT 146.80TG 145.70IE OUT 146.80TG 145.70IE OUT 146.80TG 145.70IE OUT 146.80TG 145.70IE OUT 146.80TG 145.70IE OUT 146.80TG 145.70IE OUT 148.24FS 148.74TC 148.27FS 148.77TC SD IE=146.45 8" WATER TOP=144.99 SEE KEYNOTE 2 ON SHEET 18 6" SD IE=146.48' EXIST SEWER TOP=143.37' SD IE=145.54' 4" SEWER TOP=143.75' SD IE=145.46' 4" SEWER TOP=144.23' SD IE=145.46' 4" SEWER TOP=144.70' 149.30TG 144.08IE IN 144.08IE IN 144.08IE IN 144.08IE OUT 149.31FS 149.40FS149.34FS 0. 8 % 1. 8 % GB GBGB GBGB 148.94FS 0 . 9 % 0.6 % 149.45FS EXISTING 20' WIDE CARLSBAD MUNICIPAL WATER DISTRICT EASEMENT PER DOCUMENT NO. 1994-337927 EXISTING 8" ACP PUBLIC WATER MAIN PER RECORD DRAWING 311-2 8" SD IE = 145.93 EXIST. 8" WATER TOP = 144.66 SEE KEYNOTE 4 ON SHEET 18 SEE CALLOUT ON SHEET 18 SEE KEYNOTE 4 ON SHEET 18 1.9% 149.10FS 149.60TC SD IE=145.84' 4" SEWER TOP=143.56' 149.35FS 1.2% 149.17FS 149.67TC GB GB GB GB GB GB GB GB 149.69FS 1. 4 % 149.55FS 1.7% 1.5% 1. 3 % 0.7% 3. 4 % 148.06FS 148.56TC 148.00FS 148.50TC GB GB 149.64FS 149.31FS 1 4 5 150 15 0 1 4 6 14 7 14 8 14 9 149.83RIM 149.97RIM 7 . 1 % 1 . 1 % 152.57FS 152.53FS 151.82FS 151.77FS 151.88FS 151.82FS AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION PD2023-0013 543-4A MATCHLINE - SEE SHEET 16 MA T C H L I N E - S E E S H E E T 13 W W (4" PVC DRAINSTHROUGH CURB) WS COMM E IRR I R R IRRIRR IR R IR R IR R G E E E IR R G IRR G (E)BUILDINGKITCHEN/MPR A# 108787 FFE=159.50 (E)BUILDINGADMIN (E)BUILDING 300CLASSROOM FFE=153.50 (E)BUILDING 700CLASSROOM A# 52004 FFE=149.10 (E)BLDG 400CLASSROOM A# 108787 FFE=158.20 (E)BUILDING 500CLASSROOM A#04-121750INC01 FFE=148.80 (E)BUILDING 600CLASSROOMFFE=150.25 NEW BUILDING 800CLASSROOMFFE=151.00 (E)BUILDINGLIBRARY FFE=159.43 FFE=159.31 FFE=158.20 U U U B G U BG U FUTURE MODULARCLASSROOM BLDG. LOW VOLTAGE ONLY A#114477(2016) FUTURE MODULARCLASSROOM BLDG. RELOCATED(E) RELO. TOILET BLDG.A#114477(PC#04-114119) LOWVOLTAGEONLY LOWVOLTAGEONLY LOW VOLTAGE ONLY LOWVOLTAGEONLY LOW VOLTAGE ONLYLOWVOLTAGEONLY A#04-121750INC01 (E) AC TRASHENCLOSURE RELOCATEDFIRE HYDRANT PARKINGLOT C PARKINGLOT B PARKINGLOT A VAN VAN E-BIKE RAMP VAN 4 5 10 6 11 15 16 12 7 8 13 14 9 17 28 29 MATCHLINE - SEE SHEET 7 MA T C H L I N E - S E E S H E E T 11 CONSTRUCTION KEYNOTES PROVIDE CONCRETE FLATWORK PER DETAIL 1 & 2 SHEET 25. PROVIDE 6" CONCRETE CURB PER CIVIL DETAIL 2 / SHEET 19. PROVIDE 12" LANDSCAPE AREA DRAIN (NDS OR EQUAL) WITH ATRIUM GRATE AND ALL FITTINGS. PROVIDE 6" PVC (SDR-35) STORM DRAINAGE PIPING AND ALL FITTINGS. PROVIDE TRENCHING, BEDDING, AND BACKFILL PER CIVIL DETAIL 5 / SHEET 19. PROVIDE 14 INCH STORM FLOOR DRAIN INLET, WITH ALL ADAPTERS, FITTINGS, WITH VANDAL PROOF GALVANIZED GRATE (SMITH OR EQUAL), PER DETAIL 4 / SHEET 19. PROVIDE 4" ASPHALT PAVING OVER 10" CLASS 2 AGGREGATE BASE PER CIVIL DETAIL 3 TYPE A / SHEET 19. PROVIDE 4" ASPHALT PAVING OVER 15.5" CLASS 2 AGGREGATE BASE PER CIVIL DETAIL 3 TYPE B / SHEET 19 (FOR FIRE LANES). DEMOLISH AND REMOVE PORTION OF EXISTING STORM DRAIN PIPE SHOWN WITH CROSS HATCH. PROVIDE 18 INCH PRECAST STORM DRAIN INLET, WITH ALL ADAPTERS, FITTINGS, VANDAL PROOF GALVANIZED ADA COMPLIANT GRATE. PROVIDE 8" PVC (SDR-35) STORM DRAINAGE PIPING AND ALL FITTINGS. PROVIDE TRENCHING, BEDDING, AND BACKFILL PER CIVIL DETAIL 5 / SHEET 19. PROVIDE 12" PVC (SDR-35) STORM DRAINAGE PIPING AND ALL FITTINGS. PROVIDE TRENCHING, BEDDING, AND BACKFILL PER CIVIL DETAIL 5 / SHEET 19. PROVIDE 18" HDPE STORM DRAINAGE PIPING AND ALL FITTINGS. PROVIDE TRENCHING, BEDDING, AND BACKFILL PER CIVIL DETAIL 5 / SHEET 19. PROVIDE CONCRETE HEADWALL PER CIVIL DETAIL 14 / SHEET 20. PROVIDE STORM DRAIN DOUBLE CLEANOUT TYPE-A PER DETAIL 6 / SHEET 19. PROVIDE BIO FILTRATION BASIN PER DETAIL 17A / SHEET 21. PROVIDE RIP-RAP ENERGY DISSIPATER TYPE 2 PER CIVIL DETAIL 18 / SHEET 21, WITH NO. 2 BACKING ROCK CLASS, AND NON-WOVEN GEOTEXTILE FILTER FABRIC. PROVIDE 6-INCH PERFORATED PVC SUBDRAIN WITHIN BIOFILTRATION BASIN. PROVIDE 6" PVC (SDR-26) STORM DRAINAGE PIPING AND ALL FITTINGS. PROVIDE TRENCHING, BEDDING, AND BACKFILL PER CIVIL DETAIL 5 / SHEET 19. VERIFY IN FIELD MINIMUM 1' VERTICAL COVER. RAISE EXISTING MANHOLE TO GRADE. AS OF 2024-03-22, I HEREBY ASSUME RESPONSIBLE CHARGE FOR DESIGN CHANGES TO THIS DRAWING. SEAN D. DRAKE 79243 03/31/2026 BY R.C.E.#EXP. DATE LATITUDE 33 PLANNING & ENGINEERING FIRM 10731 TREENA STREET, SAN DIEGO, CA 92131 ADDRESS 1-858-751-063 TELEPHONE ASSUMPTION OF RESPONSIBLE CHARGE GENERAL NOTES NEW SHEET 12 REPLACES SHEET 12 ORIGINALLY APPROVED 02/14/24 SD10/30/24 '1z.=_-w f-----=-~ 1/w I I 1/w ~i w ,~ ~I I J/ 1 11 w ,----,--,-----{ W"--.Y w ~ I~, / I 1:1 rt: w //W w I I! _/ w w 1 11 • I , -r-----y-<..164 I ; / I lw _,,,I / wl Ir -I \ I~ 2 I • ,J/ I ' I I I I J I • w J I w ------1-- 1 (1 ' " " " I I " " I /): Ll c--_ <J • ,l <J ,1 4 <I " <J ' ' I ,1 "\ -<f - '<J-c::- c__/ '-1) w w w w 1 w 12 __... w 1 t I 1 I I / ~II /, ;/ I w I 1 c LI 1 I I 1 1 I I I I, I I IL, I I ~\ (D ill @ © ® (J) ® ® ® @ @ ® @ @ ® @ ® ® Iii / /: I 1: / l\f+ , __.-II ; \ ~' __ -~111 w + w/ylill w ---= \::ij -, ___,,11-L -~ ~s - --I ___.-l) L/ . •• ,,,_ -• -f'-1_ - -• - -1i1-• -+ - -• -1i1r + w / I~ I ~ l L'.J-lr7i '1 I 11 , ,. ~' 3>----~ ~ ~ w w + =,- x-~~~~U'I- A. PROTECT IN PLACE ALL EXISTING IMPROVEMENTS, STRUCTURES AND UNDERGROUND UTILITIES WHICH ARE TO REMAIN. MAINTAIN UTILITY SERVICES TO ALL EXISTING FACILITIES AT ALL TIMES, UNLESS OTHERWISE SPECIFIED. B. THE LOCATION AND EXISTENCE OF EXISTING UNDERGROUND UTILITIES SHOWN ON THE DRAWINGS WERE OBTAINED FROM RECORD DRAWINGS PROVIDED BY THE DISTRICT. THE CONTRACTOR SHALL POTHOLE EXISTING UTILITIES AT POINTS OF CONNECTIONS AND ALL UTILITY CROSSINGS TO DETERMINE EXACT LOCATION PRIOR TO STARTING WORK. C. THE CONTRACTOR SHALL NOTIFY DIGALERT (811)AT LEAST TWO DAYS PRIOR TO STARTING WORK AND SHALL ARRANGE FOR AND COORDINATE ANY UTILITY SHUT DOWNS. THE CONTRACTOR SHALL HIRE PRIVATE UTILITY LOCATION SERVICES IN LOCATIONS ONSITE NOT COVERED BY DIGALERT. D. CONTRACTOR SHALL PROVIDE AND IMPLEMENT ALL EROSION CONTROL MEASURES DURING CONSTRUCTION, PER STATE CONSTRUCTION GENERAL PERMIT AND CAL GREEN BUILDING CODE. 4 H:\1900\1955 .00 -RC ARCHITECTS -AVIARA OAKS\ENGINEERING\PLANS\GRADING\1955 .0 -12 -GRADING .DWG 11/25/2024 10:33 PM 4 I " ,-+-~~-3 II '0, " " " I I " " " II I ,, " II ~· \ I_ w w NW w \ I w 3 I + I I \ \ / _:J "AS BU I LT" \ / RCE ___ EXP.___ DATE ~I I -+ REVIEWED BY: INSPECTOR DA lE GRAPHIC SCALE 0 10 20 i8HIBl2 CITY OF CARLSBAD t----+---t----------------i---+--i-----r---, ~ ENGINEERING DEPARTMENT (INFEET) GRADING PLANS FOR: 1 INCH = 10 FT GR 2023-0022 GRADING PLAN JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXP.9/30/26 DATE I 11 PROJECT NO. r~~~~~t~t~t~~!o~~~~ EN~::R o~Nl:~K REVISION DESCRIPTION a:; APPi:~::~ :~: APP;~::~ L..::~::..:::.:::~:...:::=~:=--===-~------- SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD S D S D S D S D S D S D S D S D S D S D S D S D IR R IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IR R IR R I R R IR R IR R I R R IR R IR R I R R IR R IR R IR R IRR IRR IRR IRR IRR IRR SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD 155 152 153 154 EXISTING 18" PVC PER 1989 04-52004_RECORD SET EXISTING 24" PVC PER 1989 04-52004_RECORD SET TYP. BIOFILTRATION BASIN BASIN FINISH GRADE = 145.00 MIN. AREA = 2,100 S.F. 6' M I N 147.13RIM 128.36IE OUT 155.03FG 153.53TG (SUBDRAIN) 147.66IE IN 147.66IE OUT 156.58TG 149.30IE IN 149.30IE OUT 145 150 155 146 147 148 149 151 152 153 154 155.15FS 155.10FS 155.36FS 155.30FS 155.56FS155.50FS 155.54FS 155.60FS 155.58FS 155.64FS 155.80FS 155.74FS 155.81FS 155.76FS 155.57FS 155.52FS 155.35FS 155.29FS 155.24FS 155.29FS 154.98FS 154.91FS 155.24FS 155.18FS 1.0 % 0.9 % 0.9 % 1.1% 0 . 9 % 1.0 % 0.8 % 0.9 % 1.0% 156.27FS155.90FS 0.9 % 1.8% 0.4 % 0.4 % 152.40RIM 126.85IE IN (126.75IE OUT) SET BOTTOM OF STRUCTURE AT EXISTING OUTFLOW IE 152.13FL 151.10FL 150.39FL EXISTING 18" PVC PER 1989 04-52004_RECORD SET 155 153 154 1 5 6 156 AS OF 2024-03-22, I HEREBY ASSUME RESPONSIBLE CHARGE FOR DESIGN CHANGES TO THIS DRAWING. SEAN D. DRAKE 79243 03/31/2026 BY R.C.E.#EXP. DATE LATITUDE 33 PLANNING & ENGINEERING FIRM 10731 TREENA STREET, SAN DIEGO, CA 92131 ADDRESS 1-858-751-063 TELEPHONE ASSUMPTION OF RESPONSIBLE CHARGE GENERAL NOTES AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION PD2023-0013 543-4A W W (4" PVC DRAINSTHROUGH CURB) WS COMM E IRR I R R IRRIRR IR R IR R IR R G E E E IR R G IRR G (E)BUILDINGKITCHEN/MPR A# 108787 FFE=159.50 (E)BUILDINGADMIN (E)BUILDING 300CLASSROOM FFE=153.50 (E)BUILDING 700CLASSROOM A# 52004 FFE=149.10 (E)BLDG 400CLASSROOM A# 108787 FFE=158.20 (E)BUILDING 500CLASSROOM A#04-121750INC01 FFE=148.80 (E)BUILDING 600CLASSROOMFFE=150.25 NEW BUILDING 800CLASSROOMFFE=151.00 (E)BUILDINGLIBRARY FFE=159.43 FFE=159.31 FFE=158.20 U U U B G U BG U FUTURE MODULARCLASSROOM BLDG. LOW VOLTAGE ONLY A#114477(2016) FUTURE MODULARCLASSROOM BLDG. RELOCATED(E) RELO. TOILET BLDG.A#114477(PC#04-114119) LOWVOLTAGEONLY LOWVOLTAGEONLY LOW VOLTAGE ONLY LOWVOLTAGEONLY LOW VOLTAGE ONLYLOWVOLTAGEONLY A#04-121750INC01 (E) AC TRASHENCLOSURE RELOCATEDFIRE HYDRANT PARKINGLOT C PARKINGLOT B PARKINGLOT A VAN VAN E-BIKE RAMP VAN 4 5 10 6 11 15 16 12 7 8 13 14 9 17 28 29 MA T C H L I N E - S E E S H E E T 14 MATCHLINE - SEE SHEET 8 MA T C H L I N E - S E E S H E E T 12 CONSTRUCTION KEYNOTES PROVIDE CONCRETE FLATWORK PER DETAIL 1 & 2 SHEET 25. PROVIDE 4" ASPHALT PAVING OVER 10" CLASS 2 AGGREGATE BASE PER CIVIL DETAIL 3 TYPE A / SHEET 19. PROVIDE 18 INCH PRECAST STORM DRAIN INLET, WITH ALL ADAPTERS, FITTINGS, VANDAL PROOF GALVANIZED ADA COMPLIANT GRATE. PROVIDE 8" PVC (SDR-35) STORM DRAINAGE PIPING AND ALL FITTINGS. PROVIDE TRENCHING, BEDDING, AND BACKFILL PER CIVIL DETAIL 5 / SHEET 19. PROVIDE 18" HDPE STORM DRAINAGE PIPING AND ALL FITTINGS. PROVIDE TRENCHING, BEDDING, AND BACKFILL PER CIVIL DETAIL 5 / SHEET 19. PROVIDE STORM DRAIN CLEANOUT TYPE A-4 PER DETAIL 13 / SHEET 20. PROVIDE MODIFIED STORM DRAIN CATCH BASIN TYPE F PER DETAIL 16 / SHEET 21. PROVIDE BIO FILTRATION BASIN PER DETAIL 17B / SHEET 21. PROVIDE RIP-RAP ENERGY DISSIPATER TYPE 2 PER CIVIL DETAIL 18 / SHEET 21, WITH NO. 2 BACKING ROCK CLASS, AND NON-WOVEN GEOTEXTILE FILTER FABRIC. PROVIDE 6-INCH PERFORATED PVC SUBDRAIN WITHIN BIOFILTRATION BASIN. BROW DITCH TYPE A PER DETAIL 33 / SHEET 30. PROVIDE TYPE A BROW DITCH TRANSITION. SEE DETAIL 8 SHEET 19. NEW SHEET 13 REPLACES SHEET 13 ORIGINALLY APPROVED 02/14/24 SD10/30/24 t, t> > t> ' .---,--~, t, l w I r A. PROTECT IN PLACE ALL EXISTING IMPROVEMENTS, STRUCTURES AND UNDERGROUND UTILITIES WHICH ARE TO REMAIN. MAINTAIN UTILITY SERVICES TO ALL EXISTING FACILITIES AT ALL TIMES, UNLESS OTHERWISE SPECIFIED. B. THE LOCATION AND EXISTENCE OF EXISTING UNDERGROUND UTILITIES SHOWN ON THE DRAWINGS WERE OBTAINED FROM RECORD DRAWINGS PROVIDED BY THE DISTRICT. THE CONTRACTOR SHALL POTHOLE EXISTING UTILITIES AT POINTS OF CONNECTIONS AND ALL UTILITY CROSSINGS TO DETERMINE EXACT LOCATION PRIOR TO STARTING WORK. C. THE CONTRACTOR SHALL NOTIFY DIGALERT (811)AT LEAST TWO DAYS PRIOR TO STARTING WORK AND SHALL ARRANGE FOR AND COORDINATE ANY UTILITY SHUT DOWNS. THE CONTRACTOR SHALL HIRE PRIVATE UTILITY LOCATION SERVICES IN LOCATIONS ONSITE NOT COVERED BY DIGALERT. D. CONTRACTOR SHALL PROVIDE AND IMPLEMENT ALL EROSION CONTROL MEASURES DURING CONSTRUCTION, PER STATE CONSTRUCTION GENERAL PERMIT AND CAL GREEN BUILDING CODE. t, ' t> I> - t, ~ I t> t> -- ------------·--------=-----7-----,------ , ---14 . . . . J t> t> i O 0 ' t, t, t> t, ' t, t> /} 6· I> t, + ~r--"7"--....... --~+n 'V 'V \ \ ,..,.,-,..v'"'?-----"w'-----< 19 '"' ' '' l>t> •.• I> ,t> w '"'~/~+~--~+~--+ """ 'V '\;"' w w H:\1900\1955 .00 -RC ARCHITECTS -AVIARA OAKS\ENGINEERING\PLANS\GRADING\1955 .0 -13 -GRADING .DWG 1/13/2025 10:57 AM t, t> t> ' t, t> I> t> t> "~ + 't>" w w t I '"' +/ £ I + I +; I ef I +/ ;+ + I +/ I 0 GRAPHIC SCALE 0 10 20 (INFEET) 1 DICH = 10 FT I oj ... 0 ----\i:51 ---- (D 0 ® @ ® ® ® @ @ _:J "AS BU I LT" RC[ __ _ EXP ____ _ REVIEWED BY: INSPECTOR DATE DATE i8HIBl CITY OF CARLSBAD fsHErnl t-----+---+----------------t-----+--+----+---t :=~=3=:::'....'.:::==E=N=Gl=N=EE=R=IN=G=D=EP=A=R=T=M=EN=T==::::...'.~==7=~ GRADING PLANS FOR: t-----+--+----------------t----+--+----+----1 ~G::::R::::20:::2::::3·=00=22======G:::R:::A:::::D:::IN:::G=P:::L::::A:::N=======~ ~ APPROVED· JASON S. GELDERT I at it u d e ~ -EN_G_IN_E_ER-l~-G-MA-N-AG_E_R ___ R_C_E_63_9_12-EX-P-.9-/30/2-6--DA_T_E_ PLANNING & ENGINEERING DATE INITIAL 1--D_ATE_~IN_ITI_A_L +-D_A_TE~~IN_ITI_A_L--1 lR::.:VW:.:::D:.:B:.:.Y:....: ...:._=_=_=_=_=..ii ~1--P-RO-J-EC_T_N_O_. -~II DRAWING NO. 9968HlbertStreet 2°'Floor,SanDlego,CA92131 ENGINEER OF WORK REVISION DESCRIPTION CHKD BY: Tel 858.751.0633 OTHER APPROVAL CITY APPROVAL . SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD IR R IR R IR R IR R IR R IR R I R R I R R I R R IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR W W SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD W W 2.4% 1.0%1. 3 % 1 . 6 % 0.5% 148.43FS 148.37TC/FS 147.77FS 148.27TC 148.16FS 148.66TC 146.99FS 147.49TC 146.83FS 147.33TC 146.38FL 146.88TC 149.48FS 149.98TC 149.59FS 150.09TC 149.54FS 150.04TC 148.66FS 149.16TC 149.00FS 149.50TC 148.12FS 148.62TC 148.32FS 148.82TC 145 141 142143144 146147 148 148 148 148 148 145 141 142 143 144 146 147 145 141 142 143 144 146 147 148 145 1 5 0 141 142 143 144 14 6 14 7 1 4 8 1 4 9 15 1 141.25IE 141.25IE AVIA R A P A R K W A Y TYP. TYP.TYP. TYP. TYP. EXISTING 8" ACP PUBLIC WATER MAIN PER RECORD DRAWING NO. 311-2. 10' MIN. 6' M I N . 2:1 SLOP E 3:1 SLOP E 10' M I N . 6' M I N . 2 : 1 S L O P E 143.29RIM 142.17FL 136.00IE IN 135.90IE OUT 141.00RIM 138.25IE OUT 148.85TG 145.00IE IN 145.00IE OUT 147.96TG 144.40IE IN 144.40IE OUT 147.96TG 142.53IE IN 141.57IE IN 141.57IE OUT 149.02TG 142.16IE IN 142.16IE OUT 146.13RIM 134.10IE IN (134.00 IE OUT) (VERIFY IN FIELD) SET BOTTOM OF STRUCTURE AT EXISTING OUTFLOW IE 145 150 146 147 148 149 151 147 148 149 149 146 144.83TG 144.00FL 136.75IE OUT CURB INLET 'L'=12 FT 141.92 IE IN 141.92 IE OUT 148.21RIM 145.60 IE 148.46 TG 146.62FL 147.12TC 0.5% 148.67FS149.31FS 1.1% 1. 3 % 3. 3 % 4. 7 % 4. 5 % 1. 7 % 1. 3 % 1.8 % 1.0%1.1% 147.95FS 148.04FS 148.54TC 1. 4 % 3. 4 % 3. 4 % 1 . 0 % 0.8 % 147.87FS 148.37TC LIMIT OF EXISTING CITY OF CARLSBAD 20' PUBLIC STORM DRAIN EASEMENT PER RECORD DOCUMENT # 89-346185 RECORDED JUNE 29, 1989 PL LIMITS OF GRADING EXISTING 60" RCP PRIVATE STORM DRAIN PER RECORD DRAWING NO. 302.8 EXISTING 24" PVC PRIVATE STORM DRAIN PER RECORD 1989-04-52004 BIOFILTRATION BASIN BASIN FINISH GRADE = 141.00 MIN. AREA = 6,300 S.F. 147.61FL 141.00FL AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION PD2023-0013 543-4A MA T C H L I N E - S E E S H E E T 17 W W (4" PVC DRAINSTHROUGH CURB) WS COMM E IRR I R R IRRIRR IR R IR R IR R G E E E IR R G IRR G (E)BUILDINGKITCHEN/MPR A# 108787 FFE=159.50 (E)BUILDINGADMIN (E)BUILDING 300CLASSROOM FFE=153.50 (E)BUILDING 700CLASSROOM A# 52004 FFE=149.10 (E)BLDG 400CLASSROOM A# 108787 FFE=158.20 (E)BUILDING 500CLASSROOM A#04-121750INC01 FFE=148.80 (E)BUILDING 600CLASSROOMFFE=150.25 NEW BUILDING 800CLASSROOMFFE=151.00 (E)BUILDINGLIBRARY FFE=159.43 FFE=159.31 FFE=158.20 U U U B G U BG U FUTURE MODULARCLASSROOM BLDG. LOW VOLTAGE ONLY A#114477(2016) FUTURE MODULARCLASSROOM BLDG. RELOCATED(E) RELO. TOILET BLDG.A#114477(PC#04-114119) LOWVOLTAGEONLY LOWVOLTAGEONLY LOW VOLTAGE ONLY LOWVOLTAGEONLY LOW VOLTAGE ONLYLOWVOLTAGEONLY A#04-121750INC01 (E) AC TRASHENCLOSURE RELOCATEDFIRE HYDRANT PARKINGLOT C PARKINGLOT B PARKINGLOT A VAN VAN E-BIKE RAMP VAN 4 5 10 6 11 15 16 12 7 8 13 14 9 17 28 29 MATCHLINE - SEE SHEET 12 MA T C H L I N E - S E E S H E E T 15 CONSTRUCTION KEYNOTES PROVIDE 6" CONCRETE CURB PER CIVIL DETAIL 2 / SHEET 19. PROVIDE 12" LANDSCAPE AREA DRAIN (NDS OR EQUAL) WITH ATRIUM GRATE AND ALL FITTINGS. PROVIDE 6" PVC (SDR-35) STORM DRAINAGE PIPING AND ALL FITTINGS. PROVIDE TRENCHING, BEDDING, AND BACKFILL PER CIVIL DETAIL 5 / SHEET 19. PROVIDE 4" ASPHALT PAVING OVER 10" CLASS 2 AGGREGATE BASE PER CIVIL DETAIL 3 TYPE A / SHEET 19. PROVIDE 4" ASPHALT PAVING OVER 15.5" CLASS 2 AGGREGATE BASE PER CIVIL DETAIL 3 TYPE B / SHEET 19 (FOR FIRE LANES). PROVIDE CURB INLET TYPE B PER DETAIL 1 / SHEET 19. PROVIDE 8" PVC (SDR-35) STORM DRAINAGE PIPING AND ALL FITTINGS. PROVIDE TRENCHING, BEDDING, AND BACKFILL PER CIVIL DETAIL 5 / SHEET 19. PROVIDE 18" HDPE STORM DRAINAGE PIPING AND ALL FITTINGS. PROVIDE TRENCHING, BEDDING, AND BACKFILL PER CIVIL DETAIL 5 / SHEET 19. PROVIDE CONCRETE HEADWALL PER CIVIL DETAIL 14 / SHEET 20. PROVIDE STORM DRAIN CLEANOUT TYPE A-4 PER DETAIL 13 / SHEET 20. PROVIDE 24" HDPE STORM DRAINAGE PIPING AND ALL FITTINGS. PROVIDE TRENCHING, BEDDING, AND BACKFILL PER CIVIL DETAIL 5 / SHEET 19. PROVIDE STORM DRAIN DOUBLE CLEANOUT TYPE-A PER DETAIL 6 / SHEET 19. PROVIDE MODIFIED STORM DRAIN CATCH BASIN TYPE F PER DETAIL 16 / SHEET 21. PROVIDE BIO FILTRATION BASIN PER DETAIL 17A / SHEET 21. PROVIDE RIP-RAP ENERGY DISSIPATER TYPE 2 PER CIVIL DETAIL 18 / SHEET 21, WITH NO. 2 BACKING ROCK CLASS, AND NON-WOVEN GEOTEXTILE FILTER FABRIC. PROVIDE 6-INCH PERFORATED PVC SUBDRAIN WITHIN BIOFILTRATION BASIN. PROVIDE 24" X 24" X 24" PVC (SDR-35) WYE CONNECTION. PROVIDE CURB CUT PER DETAIL 30 / SHEET 23. BROW DITCH TYPE A PER DETAIL 33 / SHEET 30. PROVIDE CURB CUT. SEE DETAIL 39 SHEET 31. AS OF 2024-03-22, I HEREBY ASSUME RESPONSIBLE CHARGE FOR DESIGN CHANGES TO THIS DRAWING. SEAN D. DRAKE 79243 03/31/2026 BY R.C.E.#EXP. DATE LATITUDE 33 PLANNING & ENGINEERING FIRM 10731 TREENA STREET, SAN DIEGO, CA 92131 ADDRESS 1-858-751-063 TELEPHONE ASSUMPTION OF RESPONSIBLE CHARGE GENERAL NOTES NEW SHEET 16 REPLACES SHEET 16 ORIGINALLY APPROVED 02/14/24 SD10/30/24 ,i,,~-r:~~~,~i,_/c.:~-'i~~ I\/· I ·~ 1 _____ I I + 41 + + I + + + + + + + + + + + + + + + + + + + + + ogogogogogago0 0 0 o . o 000 00 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 o0 + + 19 + + + + + ~/'I I I I +_ + + + + ~ v ~ + + I I I I \ .~----. I I +\ I \+ + I I I A. PROTECT IN PLACE ALL EXISTING IMPROVEMENTS, STRUCTURES AND UNDERGROUND UTILITIES WHICH ARE TO REMAIN. MAINTAIN UTILITY SERVICES TO ALL EXISTING FACILITIES AT ALL TIMES, UNLESS OTHERWISE SPECIFIED. B. THE LOCATION AND EXISTENCE OF EXISTING UNDERGROUND UTILITIES SHOWN ON THE DRAWINGS WERE OBTAINED FROM RECORD DRAWINGS PROVIDED BY THE DISTRICT. THE CONTRACTOR SHALL POTHOLE EXISTING UTILITIES AT POINTS OF CONNECTIONS AND ALL UTILITY CROSSINGS TO DETERMINE EXACT LOCATION PRIOR TO STARTING WORK. C. THE CONTRACTOR SHALL NOTIFY DIGALERT (811)AT LEAST TWO DAYS PRIOR TO STARTING WORK AND SHALL ARRANGE FOR AND COORDINATE ANY UTILITY SHUT DOWNS. THE CONTRACTOR SHALL HIRE PRIVATE UTILITY LOCATION SERVICES IN LOCATIONS ONSITE NOT COVERED BY DIGALERT. D. CONTRACTOR SHALL PROVIDE AND IMPLEMENT ALL EROSION CONTROL MEASURES DURING CONSTRUCTION, PER STATE CONSTRUCTION GENERAL PERMIT AND CAL GREEN BUILDING CODE. I H:\1900\1955 .00 -RC ARCH ITECTS -AVIARA OAKS\ENGINEERING\PLANS\GRADING\1955 .0 -17 -GRADING .DWG 1/13/2025 11 :08 AM 0 ,__, ,__, 0 0 0 9 / GRAPHIC SCALE 0 10 (INFEET) 1 INCH = 10 FT + + + : + + + +~+ + ~ ---- :1 _J I I I @ @ ® @ @ @ @ ® ® @ I 1·~ I .......... .......... .......... _:J "AS BU I LT" RCE ___ EXP.____ DATE REVIEWED BY: INSPECTOR DA lE 20 i8HIBl6 CITY OF CARLSBAD t-----+--+---------------+-----i---t-----;------, ~ ENGINEERING DEPARTMENT GRADING PLANS FOR: GR 2023-0022 GRADING PLAN JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXP.9/30/26 DATE I 11 PROJECT NO. r~~~~~t~t~t~~!o~~~~ EN~::R o~Nl:~K REVISION DESCRIPTION a:; APPi:~::~ :~: APP;~::~ L.:~::::v;:::K~::.:::::.:..==--===-~------- RUHNAUCLARKE.COM AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION PD2023-0013 543-4A 24" 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. 4653 CARMEL MOUNTAIN RD, SUITE 308, SAN DIEGO, CA 92130 H&A TC DocuSign Envelope ID: 7D56F24D-AEF5-4C29-935B-ACB5EAFA2C14 2/14/2024 CHANGE ENGINEER OF RESPONSIBLE CHARGE FOR DESIGN CHANGES (NONE THIS SHEET) 06/12/24 SD 1 1 6/12/24 TC DocuSign Envelope ID: 7922AC0F-2884-4507-845E-BBAD4FDD4EE8 REPLACED DETAIL 14. ADDED DETAIL 41. NEW TOTAL SHEET NUMBER 210/30/24 SD 2 37 2 26 2 \_EXISTING SIDEWALK LANDING SEE NOTE 2 EXISTlNG SIDEWALK D-1 6" MONOLITHIC CURB--~ 4' MIN . . . , .. . , LANDING SEE NOTE 2 NOTES 6" MONOLITHIC CURB TRUNCATED DOMES SEE RED G-30 D-3 SEE RSD C-32A, DETAIL 8--~ ~ A L L SECTION A-A ~E STANDARD DRA\l!NG G-32A FOR GENERAL NOTES. 6" MONOLITHIC CURB 4, __Mlli_1 \_ EXISllNG SIDEWALK\ LANDING SEE NOTE 2 TRUNCATED DOMES SEE RSD G-30 D-2 6" MONOLITHIC CURB TRUNCATED DOMES SEE RSD G-30 LANDING SEE NOTE 2 D-4 4'-0" MIN LANDING EXISTING SIDEWALK 2. IF THE ONLY CONNECTING SIDEWALK RUNS PARALLEL TO THE RAMP RUN, LANDING MAX SLOPE IS 5%. IF THERE'S A CONNECTING PERPENDICULAR SIDEWALK, LANDING MAX SLOPE IS 2% All AROUND. 3. FLARES MUST HAVE 10% MAX SLOPE OR 15' MAX LENGTH. Revision B A roved Date SAN DIEGO REGIONAL STANDARD DRAWING RECOl.4t.lENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE ORIGINAL PARKINSON 02/95 UPDATE K.EQUIPADO 12/22 3.'.N.'2022 CURB RAMP -TYPE D Chairperson R.C.E. 52241-Date CURB RAMP TYPE D-4 2-#4 BARS 1 1 /4 BARS --T- X PLACED DIAGONALLY~----....._ A y ,,-;2r--. L D2 1/ PLAN TYPE PIPE DIAMETER (D1) X Y Z (SEE NOTE 8) (Max) A4 UP TO 39" 4' 6' A5 42" TO 48" 5' 4' 6' 51" TO 60" 6" 4' 6' A7 63" TO 66" 7' 7' B' B' 9 DRAl'!NG NUMBER BEND DOWN ---, 15" (TYP) 2" I ~='=='===~===;=~---SEE M-3 FOR MANHOLE "'" FRAME AND COVER I G-31 ro -, __....-SEE D-11A FOR STEP DETAILS Y h ' V V/ 3' v D~GONAL BARS • '-----'"----,,alJ-1,----I ,,.------4-#4 AROUND PIPE 2-#4 BARS /SEE Ng~~/IPE ENDS, • V~!OPTIONAL CONSTRUCTION JOINT X ,,.. -;e; 6" MIN ABOVE INVERT 1 /_.-':,_~ V ~ LOPE FLOOR 12,1 vv TOWARDS OUTLET ELEV S'10WN I,, 02 /// /v ON PLANS ~=<t==::"F-J~f.:X,i'_ / ( L D 1 • / , ,7 "~ --~ /j 1/ -~-~ I 3D D LAP (TYP) I ~T l~--x--~T~ SECTION A-A NOTES I. SEE D-11A AND D-118 FOR ADDITIONAL NOTES AND DETAILS. 2. CONCRETE BASE S'1ALL BE 560-C-3250. LEGEND ON PLANS ==@== 3. ALL PRECAST COMPONENTS Sf-lALL BE REINFORCED WITH 1/4" DIAMITER STEEL, WOUND SPIRAU.Y ON 4' CENTERS. 4. All JOINTS SHALL BE SET IN CLASS C MORTAR. 5. MAINTAIN 1-1/2'' CLEAR SPACING BETWEEN REINFORCING AND CONCRETE SURFACE UNLESS OTHERWISE NOTED. 6. EXPOSED EDGES OF CONCRETE SHALL BE ROUNDED WITH A 1/2" RADIUS. 7. MANHOLE COVER TO BE MARKED "STORM DRAIN". 8. MODIFICATIONS TO "y" DIMENSION IS REQUIRED IF PIPE (D2J EXCEEDS 39". 9. IF CONSTRUCTED ADJACENT TO SIDEWALK, TOP OF MANHOLE AND SLAB TO MATCH SIDEWALK SLOPE AND FINISH. Re_.ision By Approved Date ORIGINAL Kerchevol 12/75 -~dited T. Stanton 02/09 S.S T, Regello 03/11 ~ciiled T.R T. Regella 10/15 Edited MW M. Widelski 10/18 SAN DIEGO REGIONAL STANDARD DRAWING STORM DRAIN CLEANOUT -TYPE A RECOOMENDED BY n-tE SAN DIEGO REGIONAL STANDARDS COMMITlEE ' "r I ) t0,/25/,?0t8 Cha:r-'Jerson R.C E 79246 Date DRAWING NUMBER D-09 STORM DRAIN CLEANOUT MANHOLE , " 13 l.:JT TO ,C/1[ \.. ,J #4 @ 6° QC both ways continuous k. Anchor ':.., #4 @ 3" oc-~---,::;::;;-----;;;;--'1,-------_j_------!t±tt==l-:c;::::j L :I ::; ... t ;-+++-+-+-+-r's ~r;.] •~J~ 6" !+-+-Curb line Dimensions shown on plans PLAN 4" B See Anchor -1 ~ #4 @ 3• QC I Detail Moy be • 2.. ! Manhole frame and cover, see M-2 open j ----11-4" min I channel~ 1 #4 @ 3" OC total 4 "FF="'=i=P'ol: #4 @ 6" DC both ways continuous Elev shown on plans ~ -r---,-....,.......... "'T""""""T ............. ....,.......... ....,.......... ....,......... 3H X 3" Construction joint Elev shown on plans 1/4":I' Slope- SECTION A-A -;i \_ T m Remove existing curb and gutter and construct gutter monolithic with curb outlet 3"~11~ . N '- I -e ;.,,"-Full Weld 3 is{lTI~. #5 Bar ~" ~ 10· ANCHOR DETAIL \'2-1/2" X 2" X 1/4" x 4' golvonized steel angle SECTION 8-8 NOTES 1. Concrete shall be 560-C-3250. 2. D=inside diameter of pipe or depth of channel. 3. Section to be sloped laterally with top conforming to the grades of the LEGEND ON PLANS existing sidewalk ond curb. 4. Manhole frame and cover may be deleted with open channel. 5. Trowel finish top suriace and reproduce markings of existing sidewalk and curb. 6. Trowel finish floor of outlet. 7. Provide 1/4H tooled groove in top slob in line with back of curb. ===9 Revision By Approved Date SAN DIEGO REGIONAL STANDARD DRAWING RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMl,UTTEE ORIGINAL Kercheval 2 75 Add Metric T.St□ nton 03 03 Reformolle T.Stonton 04/06 Revised T.Stonton 11 /08 Edited S.S. T. Regello 3/11 CURB OUTLET -TYPE A IJLJ,'1-1,(U<,-C~ 7fZ6fZOIZ DRAWING NUMBER D-25 MODIFIED CURB OUTLET TYPE A® 1' LAP -1 ~ 1'LAP 1--1 15 ---- A [ ~ ., 2" CLR t / -1 s" >--•--,--'-~ ;;v U lYPE PLAN rs WING lYPE ~ 1-1· '<. ,, 2'' CLR " 4@1roc BOTH WAYS) / 'I I SECTION A-A s· -.----. -i i-2-#4 3/4" CHAMFER (TYP) ELEV SHOWN ON PLANS WING WALL REINFORCING = . 2-/4 ;--' ALTERNATE ___/D4 @ 12· oc DETAIL C (BOTH WAYS 1-#4 ELEVATION SECTION B-8 ALT DETAIL C ~MEIISOOS SIIGLE Pl'E DOI.Ill£ PIPE ; u 1YPE WING l'fP[ u 1YPE ~NG Tll'E Of ~PE L [ F 18' 2'-3 1/8" 1'-3' l'-10 1/2' 24" J'-1 7/8" 1'-9' 2'-7 t/2' JO" l'-5/8" 2'-J" J'-4 1/2" 36" 4'-11 1/2' 2'-9" 4'-1 t/2" NOTES 1. CONCRITT SHALL BE 560-C-3250. 2. EXPOSED CORNERS SHALL BE 3/4'' CHAMFERED. 3. MULTIPLE PIPES SHALL BE SIT A DISTAf\lCE OF D/2, WITH A 1' MIN BETWEEN OUTSIDE DIAMITTRS OF PIPES. w CONC. (CY) 2' D.55 2'-6" D.79 J' 1.05 J'-6" 1.33 4. TOP OF HEADWALL SHALL BE PLACED APPROXIMATELY PARALLEL TO PROFILE GRADE WHEN THE GRADE IS 3% OR MORE. 5. SKEWED PIPES: DIMENSION W SHALL BE INCREASED IN WIDTH OR LENGTH DUE TO SKEW OR MULTIPLE PIPES. lll!\ 35 47 71 88 6. USE ALTERNATE DETAIL C FOR PIPE WALL THICKNESS GREATER TH,\,N 3". w ~TEEL WJI STEEL CONG. (IBS) (C~ (IBS) 0.63 43 0.82 6J = = 0.93 r,o ;:; 1.22 73 = = = 1.29 85 ~ 1.66 1D9 Bi 1.69 114 S! 2.19 136 Revision By Approved Date ORIGINAL Kercheval 2 75 SAN DIEGO REGIONAL STANDARD DRAWING Edited S,S T. Regello 03/11 Edited T.R T. Regella 10/15 Rc,Viewed RP S. Engedo 03/22 WING AND U TYPE HEADWALLS FOR 1a• TO 36" PIPES cl°&f 0.90 1.36 1.92 2.55 CONCRETE HEADWALL ll=T TC: ,UL[ STEEL (lllS) 61 86 123 162 LEGEND ON PLANS ----1,=l ----e:::::i RECOMMENDED BY n-tE SAN DIEGO RE:GIONAL STANDARDS Ca.AMITTEE Chairpersan R.C.E. 52241 Dale DRA'l!NG NUMBER 14 D-34 DRIVEWAY WIDTH TAPERED DOWN CURB FACE UNLESS JOINING ONSITE CURB "--.;=,,.,-rt----,1---"1 (24' MINIMUM)* I ! I I o· (TYP) ------.Bl.'!! ----r--,--7 1-----~::==:=:-:==::-:;::-------L I • 2: I TRANSITION ,' ;,_,~~'IIE1KENED.f}ANE_/01N( '-~ ~~ • l.;.c.-.---~ Y, _ 1 ~ ~ ,:l ] "~GUTTER·UNE ~ ... ,., ·_"'•I __ ~~-"_!_-~~~-I.· SIDEWALK WIDTH VARIES 4' MIN 1/2" RA:_, I I /2" --------- _[ 1• ABOVE GUTTER , , ,-,-- ' ,. 1.5' TYPICAL PLAN 10' TYP 4' MIN -2% MAX "'•,:1 7" MIN SEE NOTE 7 "' ,-..__ I °' SEE NOTE 4 (TYP) VARIES SEE NOTE 5 -sLOPE PER PLAN . ·1·\•.~··· 1/2' R CENTERLINE CROSS-SECTION 1. ' OR AS REQUIRED BY THE AGENCY. 2. • = ELEVATION SHOWN ON PLANS (TOP OF CURB, AND GUTTER ELEVATION) 3. ALL CONCRETE SHALL BE 560-C-3250 4. TRANSITION FROM FULL HEIGHT CURB TO NO CURB. 6FT TRANSITION FOR 5FT WIDE SIDEWALK AND 8FT TRANSITION FOR 6FT WIDE SIDEWALK. 5. PAVEMENT STRUCTURAL SECTION SHALL BE SHOWN ON PLANS. 6. SEE G-2 AND G-10 FOR CURB AND JOINT DETAILS. 7. BASE MATERIAL AS SHOWN ON PLANS. Revision By Approved Date NEW MR MR/CV 09/11 SAN DIEGO REGIONAL STANDARD DRAWING RECOMMENDED 8Y THE SAN DIEGO REGIONAL STANDARDS COl.lt.llTTEE UPDATED CV CV 12/15 Reviewed RP S. Enged□ 3/22 CONCRETE DRIVEWAY (ALLEY TYPEI ~ ~3212022 CONCRETE DRIVEWAY w " J m "' ~ 6" 0 1.5% -- .·• ,-.. -•, I • ,_...,-----..--~\ . ....--2" WEAKENED 12" R_J.. ::::--"""" -/ \ 1 PLANE JOINT 11 Chairperson R.C.E. 52241 D□le DRAWING NUMBER G-14E ccw <("' >- ~~ WW wI E5t=.i IW $!;c ~o ~-w □ oz /:i z • $ O!O -I _., / \ \~J 1"R \ \,~ --~---. . . \ . ---~ -I .----.-- \ .----C • I "' -----. I ~ I . . ------- l---------~ - w 6" CONCRETE CURB AND GUTTER II TC s:11:: ~,e Ceill~ CCIIWITIL ~6 ~(G\~(G\ DATE INITIAL 15 MONOLITHIC CURB IF SPECIFlED OR REQUIRED TRANSmON AREA <It,<') .· tl' it OF RETURN ~ ~ ✓ , *"" rA ~ • : • ~.J:;:====:::':11::===q====::L< \ . ' •. \ I • ' ' . • . I • ; 1, ·. . / . I ~•-/, .;i • I ) ;;; .. ii!ii° /' .~., , I FACE OF CURB LIP OF GUffiR SEE TYPE A CURB --/P'{I-V'r,----SS IDEWALK --~~-~,'-------R/W SEE TYPE B Z 4'-0" Z l_A PLAN-TYPE A MONOLITHIC CURB IF SPECIFIED OR REQUIRED il FACE OF CURB 4' MIN z 4'-0" z R W TRANSITION AREA LIP (TOE) OF GUffiR PLAN -TYPE B *4' MIN 60 ~ I I LANDING I -I ". SEE NOTE 4 4" THICK MIN NOTES: I. SEE STANDARD DRAWING G-32A FOR GENERAL NOTES. 2. FOR TRUNCATED DOMES DET.'JLS, SEE STANDARD DRAWING G-30. 3. Z SIDE SLOPES SHALL BE 1:10 OR 15' MAX. 4. LANDING CROSS SLOPE SHALL BE 2.0% MAX IN BOTH DIRECTIONS. 8.33% MAX SECTION A-A 5% MAXIMUM GUTTER APRON SLOPE AT RAMP OPENING SEE DET.'Jl B STANDARD DRAWING G-32A 5. *LANDING MAY BE REDUCED TO 3' ~IN IF INFEASIBLE BUTZ SIDE SLOPES SHALL BE 1:12 MAX OR 15' MAX. Revision By Approved Date ORIGINAL BAHMANIAN 04 86 UPDATE K.EQUIPADO 12/22 SAN DIEGO REGIONAL STANDARD DRAWING CURB RAMP -TYPES A AND B (NEW CONSTRUCTIONI CURB RAMP TYPE A 12 RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMIITTE Chairpersan R.C.E. 52241 Date DRAWING NUMBER G-27 PERMANENT WATER QUALITY TREATMENT FACILITY KEEPING OUR WAlERWAYS CLEAN NO MODIFICATION WITHOUT AGENCY APPROVAL 2''x2" SQUARE METAL SIGN POST 8" ROUND 470-C-2000 CONCRETE ASSUMPTION OF RESPONSIBLE CHARGE AS OF 2024-03-22, I HEREBY ASSUME RESPONSIBLE CHARGE FOR DESIGN CHANGES TO THIS DRAWING. SEAN D. DRAKE 79243 03131/2026 BY R.C.E.# EXP. OATE LATITUDE 33 PLANNING & ENGINEERING FIRM 10731 TREENA STREET, SAN DIEGO, CA 921 31 ADDRESS 1-858-751-063 TELEP HONE 24" NOT TO SCALE ~ESSJ o. '\__ 18"x12" 0.13" ALUMINUM COMPOSITE SIGN, MOUNT TO SQUARE METAL SIGN POST NOTE: SIGNAGE IS REQUIRED FOR BIOFILTRATION PLANTERS BF-1 AND BF-2. TYPICAL SIGNAGE IS SHOWN HERE. ALTERNATIVE SIGNAGE LANGUAGE AND MOUNTING MAY BE USED ONLY WITH PRIOR APPROVED BY THE CITY OF CARLSBAD 41 k J 11 p ' GRADING PLANS FOR: GR 2023-0022 DETAILS APPROVED: JASON S. GELDERT r.,,.. e,...,.,. « Pc .. ENGINEERING MANAGER RCE 63912 EXP.9/30~ DATE DATE INITIAL DATE INITIAL PROJECT NO. DRAWING NO. REVISION DESCRIPTION CHKD BY: 3775 TENTH STREET, RIVERSIDE CALIFORNIA 92501 (951) 684 4664 / 5751 PALMER WAY, SUITE C, CARLSBAD CALIFORNIA 92010 (760) 438 5899 ENGINEER OF WORK OTHER APPROVAL CITY APPROVAL I RVWD BY: 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 GRADING 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" 12" 4" 12" NO INFILTRATION STONE STORAGE LAYER THICKNESS = 12" ENGINEERED SOIL MEDIUM THICKNESS = 18" PONDING DEPTH = 6" 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" RIM ELEV.=151.21 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. = 149.25 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" RIM ELEV.=143.38 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 RIM ELEV.=144.83 TYPE B CURB INLET: 10' OPENING (EMERGENCY OVERFLOW) 144.00 FL WEIR BOTTOM 2:1 3:1 2:1 3:1 MAX BASIN SIDE SLOPES 100YR WSE = 143.65 100 YR WSE = 150.65 13.5" 13.5"10" 9" H&A TC DocuSign Envelope ID: 7D56F24D-AEF5-4C29-935B-ACB5EAFA2C14 2/14/2024 CHANGE ENGINEER OF RESPONSIBLE CHARGE FOR DESIGN CHANGES (NONE THIS SHEET) 06/12/24 SD 1 1 6/12/24 TC DocuSign Envelope ID: 7922AC0F-2884-4507-845E-BBAD4FDD4EE8 NEW TOTAL SHEET NUMBER210/30/24 SD 2 37 2 26 2 2 1"143.29 143.53 142.93 1.9'14" 147.13 1 1/4" 145 146.55 146.50 1.5'12" 2 2 RUHNAUCLARKE.COM 3775 TENTH STREET, RIVERSIDE CALIFORNIA 92501 (951) 684 4664 / 5751 PALMER WAY, SUITE C, CARLSBAD CALIFORNIA 92010 (760) 438 5899 LPC 2023-0015 DEV 2023-0066 OVERALL MODERNIZATION SITE AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION 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 AN D R E W S RE E S E DIAL TOLL FREE 1 - 800 - 422 - 4133 AT LEAST TWO DAYS BEFORE YOU DIG T.M. UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA 543-4L ASR ASR ASR GENERAL NOTES LANDSCAPE PLANS FOR THE AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION CITY OF CARLSBAD, CA CARLSBAD UNIFIED SCHOOL DISTRICT CONTACT: BRIAN LITCHFIELD - 760-331-5000 / BRIAN.LITCHFIELD@CARLSBADUSD.NET 6225 EL CAMINO REAL CARLSBAD, CA 92009 OWNER: PROJECT DIRECTORY LANDSCAPE ARCHITECTURE ASR LANDSCAPE ARCHITECTURE CONTACT: ANDREW REESE, PLA P.O. BOX 1088 RANCHO SANTE FE, CA 92067 PH: (619) 992-8196 E: andrew@asrla.com CONSULTANT: WORK TO BE DONE THE IMPROVEMENT WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING DOCUMENTS, CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE CITY ENGINEER: 1. CITY OF CARLSBAD MUNICIPAL / DEVELOPMENT CODE / LANDSCAPE MANUAL 2. CITY OF CARLSBAD REGIONAL STANDARD DRAWINGS 3. SAN DIEGO COUNTY OF ENVIRONMENTAL HEALTH AND QUALITY - MANUAL, CODES AND REGULATIONS 4. STATE DEPARTMENT OF HEALTH - RECYCLED WATER CODES AND REGULATIONS 5. DIVISION OF STATE ARCHITECT'S - 2019 CALIFORNIA BUILDING CODE (CALIFORNIA CODE OF REGULATIONS (TITLE 24) 6. CALIFORNIA GREEN BUILDING STANDARDS - 2019 PART 11 (TITLE 24 C.C.R) 7. THIS SET OF APPROVED LANDSCAPE PLANS 8. THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (GREENBOOK) 2012 EDITION, THE SAN DIEGO 2012 REGIONAL SUPPLEMENTAL TO THE 2012 EDITION TO THE GREENBOOK AND THE SAN DIEGO SPECIAL PROVISIONS (WHITEBOOK) 9. THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS SHEET INDEX REGIONAL LOCATION MAP CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD CITY OF VISTA HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF CITY OF VISTA PROFESSIONAL. THE CONSULTANT'S PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES AND USES OF THESE PLANS. ANY AND ALL PROPOSED CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CONSULTANT'S NOTE CONTRACTOR'S NOTE S W E N SITE OBSERVATION & INSPECTION PROCEDURE MULTIPLE SITE OBSERVATIONS OF THE PROJECT SHALL BE PERFORMED BY THE LANDSCAPE ARCHITECT OF RECORD OR THEIR DESIGNATED REPRESENTATIVE / AGENT. REFER TO THE ADDITIONAL NOTES AND SPECIFICATIONS FOR THE DESIGNATED OBSERVATION SCHEDULE AND REQUIRED MATERIALS SUBMITTAL SCHEDULES. FOLLOWING THE COMPLETION OF WORK, THE LANDSCAPE ARCHITECT OF RECORD WILL VERIFY THAT THE LANDSCAPE INSTALLATION HAS BEEN COMPLETED AND SUBSTANTIAL CONFORMS TO THE APPROVED LANDSCAPE PLANS AND SPECIFICATIONS BY SUBMITTING A "CERTIFICATION OF COMPLETION" FORM TO THE CITY OF CARLSBAD. EMAIL FORM TO: bp@dugmoredesignstudio.com TO MAKE A REQUEST FOR A FINAL LANDSCAPE INSPECTION BY THE CITY CALL (760) 436-7327 1. CONTRACTOR SHALL HAVE A VALID CONTRACTOR'S LICENSE AND A CITY BUSINESS LICENSE REQUIRED FOR THE PARTICULAR WORK BEING DONE. CONTRACTOR SHALL NOT ALLOW LICENSES TO LAPSE DURING THE CONTRACT PERIOD. 2. CONTRACTORS ON THE JOB SHALL CARRY INSURANCE SATISFACTORY TO THE OWNER, AND SHALL PROVIDE CERTIFICATION OF COVERAGE UPON REQUEST. CONTRACTOR SHALL NOT CAUSE THIS POLICY TO BE CANCELED OR PERMIT IT TO LAPSE, AND THE INSURANCE POLICY SHALL INCLUDE A CLAUSE TO THE EFFECT THAT THE POLICY SHALL NOT, AT ANY TIME DURING THE CONSTRUCTION PERIOD, BE CANCELED, REDUCED, RESTRICTED, OR LIMITED UNTIL FIFTEEN (15) DAYS AFTER ALL ADDITIONAL INSURED HAVE RECEIVED WRITTEN NOTICE AS EVIDENCED BY RETURNED RECEIPTS OF REGISTERED OR CERTIFIED LETTERS. 3. ALL LOCAL, MUNICIPAL AND STATE LAWS, RULES AND REGULATIONS GOVERNING OR RELATING TO ANY PORTION OF THIS WORK ARE HEREBY INCORPORATED INTO AND MADE A PART OF THE PROJECT SPECIFICATIONS AND THEIR PROVISIONS SHALL BE CARRIED OUT BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR THE ENFORCEMENT OF FEDERAL AND STATE OF CALIFORNIA OCCUPATIONAL SAFETY AND HEALTH REGULATIONS AND REQUIREMENTS. 4. THE CONTRACTOR SHALL OBTAIN AND REVIEW THE PERTINENT ENGINEERING AND ARCHITECTURE PLANS BEFORE BEGINNING WORK. THE CONTRACTOR SHALL VISIT THE SITE AND VERIFY ALL DIMENSIONS PRIOR TO SUBMITTING A BID. ALL PERMITS FOR ANY CONSTRUCTION DEPICTED IN THESE PLANS SHALL BE OBTAINED BY THE CONTRACTOR IF APPLICABLE OR REQUIRED 5. THE CONTRACT DRAWINGS REPRESENT THE FINISHED CONSTRUCTION FOR LANDSCAPE PLANTING AND INDICATES SHOP DRAWINGS, DEFERRED SUBMITTALS AND DESIGN BUILD REQUIREMENTS. THEY DO NOT REPRESENT OTHER METHODS, PROCEDURES, OR SEQUENCE OF CONSTRUCTION. THE CONTRACTOR SHALL TAKE THE NECESSARY PRECAUTIONS TO MAINTAIN THE INTEGRITY OF STRUCTURES DURING CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN, CONSTRUCTION, AND MAINTENANCE OF ALL SAFETY DEVICES, INCLUDING SHORING AND BRACING. 6. THE CONTRACTOR AGREES TO HOLD THE LANDSCAPE ARCHITECT HARMLESS FROM ANY CLAIMS ARISING OUT OF HIS OPERATIONS OR THE OPERATIONS OF ANY OF HIS SUBCONTRACTORS, MATERIALS SUPPLIERS, OR AGENTS. 7. DO NOT SCALE ANY DRAWING IN THIS SET. ALL WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OVER THE SCALE SHOWN ON THE PLANS, SECTIONS, AND DETAILS. 8. THE CONTRACTOR SHALL FIELD MEASURE ALL LOCATIONS AND ELEVATIONS OF ALL EXISTING IMPROVEMENTS, EXISTING AND NEW UTILITIES, STRUCTURES, AND SERVICES WITHIN AND ADJACENT TO THE PROJECT SITE BEFORE BEGINNING WORK. EXTREME CARE SHOULD BE EXERCISED IN EXCAVATION AND WHEN WORKING NEAR ANY UTILITIES. THE CONTRACTOR SHALL MAKE EXPLORATORY EXCAVATIONS TO LOCATE EXISTING UNDERGROUND UTILITIES, PIPES, AND OTHER SUBSTRUCTURES SUFFICIENTLY AHEAD OF CONSTRUCTION TO PERMIT REVISIONS TO PLANS, DETAILS AND SPECIFICATIONS DUE TO DISCREPANCIES WITH ACTUAL FIELD CONDITIONS. THE LOCATIONS OF UTILITIES, STRUCTURES AND SERVICES SHOWN ON THESE PLANS ARE APPROXIMATE ONLY. ANY DISCREPANCIES BETWEEN THESE PLANS AND ACTUAL FIELD CONDITIONS SHALL BE IMMEDIATELY REPORTED TO THE OWNER AND THE LANDSCAPE ARCHITECT. THE CONTRACTOR SHALL TAKE SOLE RESPONSIBILITY FOR ANY COSTS INCURRED TO DAMAGE OF SAID UTILITIES OR STRUCTURES IF PROPER VERIFICATION BY THE CONTRACTOR WAS NOT PERFORMED. 9. THE CONTRACTOR SHALL PROTECT ALL EXISTING SITE CONDITIONS, SUBSTRUCTURES, UTILITIES, LANDSCAPING, AND OTHER FEATURES TO REMAIN ON, AND ADJACENT TO, THE PROJECT SITE DURING CONSTRUCTION. CONTRACTOR SHALL REPAIR OR REPLACE, AT HIS OWN EXPENSE, ALL DAMAGE AND BODILY INJURY RESULTING FROM HIS OPERATIONS OR NEGLIGENCE. 10. CONTRACTOR SHALL NOTIFY UNDERGROUND SERVICE ALERT (800) 422-4133 BEFORE START OF CONSTRUCTION (2 WORKING DAYS OR 48 HOURS). 11. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE TO ENFORCE SAFETY MEASURES OR REGULATIONS. 12. IN AN EMERGENCY THREATENING THE SAFETY OF LIFE, WORK OR ADJOINING PROPERTY, THE CONTRACTOR IS HEREBY INSTRUCTED TO ACT AT HIS DISCRETION TO PREVENT SUCH LOSS OR INJURY. 13. ANY DISCREPANCIES BETWEEN THE ACTUAL FIELD CONDITIONS OR UNKNOWN OBSTRUCTIONS AND THE CONTRACT DOCUMENTS AND/OR DESIGN INTENT AFFECTING THE SUCCESSFUL COMPLETION AND COST OF THE PROJECT SHALL BE REPORTED TO THE OWNER AND THE LANDSCAPE ARCHITECT IMMEDIATELY. ALL WORK RELATED TO THE PROBLEM AREA SHALL CEASE UNTIL THE DISCREPANCIES HAVE BEEN RESOLVED BY THE OWNER AND LANDSCAPE ARCHITECT IN WRITING. ANY CONTINUATION OF WORK PRIOR TO THE RESOLUTION OF DISCREPANCIES IS AT THE CONTRACTORS RISK AND EXPENSE. 14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SETTING ALL GRADES, INCLUDING BUT NOT LIMITED TO, HARD AND SOFT SURFACES. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR POSITIVE DRAINAGE ON THIS PROJECT INCLUDING ALL HARD SURFACES AND SOFT SURFACES. 15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ANY SUBCONTRACTOR'S ACCOMPLISHMENT OF THEIR SCOPE OF WORK. THE CONTRACTOR SHALL COORDINATE CONSTRUCTION WITH OTHER TRADES WORKING ON THE SITE SIMULTANEOUSLY. 16. FOR ALL CONSTRUCTION, THE CONTRACTOR SHALL PREPARE SHOP DRAWINGS, LABELED AND NUMBERED APPROXIMATELY WITH SPECIFIED MATERIALS, COLORS, TEXTURES, DETAILS AND OTHER TREATMENTS CALLED OUT FOR REVIEW AND APPROVAL BY THE CLIENT AND LANDSCAPE ARCHITECT. MATERIAL SAMPLES SHALL BE SUBMITTED TO THE CLIENT AND LANDSCAPE ARCHITECT AND THEY SHALL BE LOCATED ON-SITE. SAMPLES AND IN-FIELD MOCK-UPS SHALL BE PROTECTED AND SHALL REMAIN ON-SITE FOR THE DURATION OF THE PROJECT FOR REFERENCE AND QUALITY CONTROL PURPOSES. 17. THE LANDSCAPE ARCHITECT SHALL BE NOTIFIED DURING NORMAL BUSINESS DAYS/HOURS (MON.-FRI. 8A.M. TO 5P.M.) NO LESS THAN 96 HOURS IN ADVANCE OF THE START OF CONSTRUCTION, ANY SITE OBSERVATION, OR OTHER MEETINGS. SITE OBSERVATIONS MAY INCLUDE, BUT NOT BE LIMITED TO: 17.1 PRE-CONSTRUCTION MEETING. 17.2 LANDSCAPE GRADING AND SOIL AMENDING. 17.3 LANDSCAPE CONSTRUCTION AND INSTALLATION. 17.4 SPOTTING OF TREES AND SPECIMEN PLANTS. 17.5 IRRIGATION MAINLINE PRESSURE, COVERAGE AND WIRE CONTINUITY TESTS. THE LANDSCAPE ARCHITECT SHALL ATTEND, OBSERVE AND APPROVE THE TEST PRIOR TO BACKFILLING. 17.6 PLANTING 17.7 PRE-MAINTENANCE (SUBSTANTIAL CONFORMANCE WALKTHROUGH). 17.8 POST-MAINTENANCE (FINAL WALKTHROUGH). 18. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE THESE MEETINGS AND INSURE THE LANDSCAPE ARCHITECT IS PRESENT AT THE SITE AS WELL AS THE OWNER. 19. THE CONTRACTOR IS REQUIRED TO SUBMIT THE FOLLOWING TO THE LANDSCAPE ARCHITECT/OWNER TO OBTAIN THEIR APPROVAL PRIOR TO DELIVERY TO THE SITE AND PROCEEDING WITH CONSTRUCTION: 19.1 AGRONOMIC SOIL TEST & REPORT WITH RECOMMENDATIONS FOR AMENDMENTS NOTED USING ORGANIC AMENDMENTS. 19.2 ORGANIC MULCH. 19.3 ROOT BARRIERS AND FILTER FABRICS / WEED BARRIERS. 19.4 PLANT MATERIALS. 19.5 LANDSCAPE EDGING 19.6 SITE FURNISHINGS / MATERIALS 19.7 SHOP DRAWINGS 20. ALL MATERIALS SHALL BE OF STANDARD, APPROVED BY LANDSCAPE ARCHITECT /OWNER, AND FIRST GRADE QUALITY AND SHALL BE IN PRIME CONDITION WHEN INSTALLED AND ACCEPTED. ANY COMMERCIALLY PACKAGED OR PROCESSED MATERIAL SHALL BE DELIVERED TO THE SITE IN THE ORIGINAL, UNOPENED PACKAGING BEARING THE MANUFACTURER'S GUARANTEED ANALYSIS. 21. UPON COMPLETION OF THE PROJECT BY THE CONTRACTOR AND AFTER FINAL WALK-THROUGH, A "LANDSCAPE CERTIFICATE OF COMPLETION CHECKLIST" AND "CERTIFICATE OF COMPLETION" (FORM P25-D) SHALL BE SUBMITTED TO THE CITY LANDSCAPE ARCHITECT WITHIN 10 DAYS AFTER INSTALLATION. THE FORMS SHALL BE PROVIDED BY THE LANDSCAPE ARCHITECT, LANDSCAPE CONTRACTOR, GENERAL CONTRACTOR AND OTHER LICENSED OR CERTIFIED PROFESSIONALS INVOLVED WITH CONSTRUCTION INDICATED ON THERE PLANS. 22. ANY AND ALL CHANGES TO THE LANDSCAPE CONSTRUCTION, IRRIGATION AND PLANTING PLANS AS A RESULT OF CONSTRUCTION, VALUE ENGINEERING OR OTHER INFLUENCES SHALL BE DOCUMENTED AND SUBMITTED BY THE CONTRACTOR TO THE OWNER, LANDSCAPE ARCHITECT AND CITY LANDSCAPE ARCHITECT FOR REVIEW AND APPROVAL. ONCE ACCEPTED, THE CONTRACTOR IS REQUIRED TO DOCUMENT THE APPROVED CHANGES ON AN ACCURATELY DIMENSIONED REDLINE AS-BUILT SET OF DRAWINGS TO BE MAINTAINED ON-SITE DURING CONSTRUCTION AND SUBMITTED TO THE OWNER AND LANDSCAPE ARCHITECT AT THE COMPLETION OF THE PROJECT. 23. NO REVISIONS OR CHANGES SHALL BE MADE TO THESE PLANS WITHOUT REVIEW AND WRITTEN APPROVAL OF THE LANDSCAPE ARCHITECT AND CITY LANDSCAPE ARCHITECT THROUGH A "RFI" 'REQUEST FOR INFORMATION' PROCESS SUBMITTED IN WRITING BY THE CONTRACTOR. 24. THE CONTRACTOR SHALL NOT WILLFULLY PROCEED WITH PLANTING, IRRIGATION OR OTHER SITE IMPROVEMENT OPERATIONS AS DESIGNED WHEN IT OBVIOUS THAT UNKNOWN OBSTRUCTIONS, GRADE DIFFERENCES AND/OR LAYOUT AREA DISCREPANCIES EXIST THAT MAY NOT HAVE BEEN KNOWN DURING THE DESIGN PROCESS. SUCH CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE LANDSCAPE ARCHITECT AND OWNER FOR RESOLUTION. THE CONTRACTOR SHALL ASSUME ALL RESPONSIBILITY FOR ANY CHANGES DUE TO FAILURE TO GIVE SUCH NOTICE. 25. A SEPARATE CITY REVIEW AND APPROVAL IS REQUIRED FOR ANY PORTIONS OF THESE PLANS REQUIRING A BUILDING PERMIT. CITY APPROVAL OF THESE PLANS IS FOR LANDSCAPE PLANTING AND IRRIGATION ONLY. CAUTION: PLAN SIZE AND SCALE MAY HAVE BEEN REPRODUCED. IF SHEET SIZE IS LESS THAN 24"x36" IT MAY BE A REDUCED SIZE PRINT. DRAWINGS SIZES MAY BE INAPPROPRIATE FOR SCALING OFF PLANS. REFER TO WRITTEN DIMENSIONS WHERE APPLICABLE OR BAR SCALES ON PLANS. DO NOT SCALE DIMENSIONS FROM DRAWINGS. PLANS AND SCALE NOTE PRIOR TO BEGINING LANDSCAPE WORK NOTE SEE CIVIL ENGINEERING PLANS FOR LEGAL DESCRIPTION, ASSESSOR'S PARCEL NUMBER, ADDRESS, REFERENCE DRAWINGS, AND SURVEY NOTES. PROJECT SURVEY 1 LT-1 LANDSCAPE TITLE SHEET 2 LI-0 LANDSCAPE IRRIGATION RECYCLED TITLE SHEET AND NOTES 3 LI-0.1 LANDSCAPE IRRIGATION HYDROZNE MAP AND CALCULATIONS 4 LI-1 LANDSCAPE IRRIGATION PLAN 5 LI-2 LANDSCAPE IRRIGATION PLAN 6 LI-3 LANDSCAPE IRRIGATION PLAN 7 LI-4 LANDSCAPE IRRIGATION PLAN 8 LI-5 LANDSCAPE IRRIGATION PLAN 9 LI-6 LANDSCAPE IRRIGATION PLAN 10 LI-7 LANDSCAPE IRRIGATION LEGEND AND NOTES 11 LI-8 LANDSCAPE IRRIGATION DETAILS AND NOTES 12 LI-9 LANDSCAPE IRRIGATION DETAILS 13 LI-10 LANDSCAPE IRRIGATION DETAILS 14 LI-11 LANDSCAPE IRRIGATION DETAILS 15 LI-12 LANDSCAPE IRRIGATION DETAILS AND ANALYSIS 16 LI-13 LANDSCAPE IRRIGATION SPECIFICATIONS 17 LI-14 LANDSCAPE IRRIGATION SPECIFICATIONS 18 LI-15 LANDSCAPE IRRIGATION SPECIFICATIONS 19 LP-0 LANDSCAPE PLANTING AND CONSTRUCTION LEGENDS AND NOTES 20 LP-1 LANDSCAPE PLANTING PLAN 21 LP-2 LANDSCAPE PLANTING PLAN 22 LP-3 LANDSCAPE PLANTING PLAN 23 LP-4 LANDSCAPE PLANTING PLAN 24 LP-5 LANDSCAPE PLANTING PLAN 25 LP-6 LANDSCAPE PLANTING PLAN 26 LP-7 LANDSCAPE PLANTING DETAILS 27 LP-8 LANDSCAPE PLANTING DETAILS 28 LP-9 LANDSCAPE PLANTING ADDITIONAL NOTES AND SPECS 29 LP-10 LANDSCAPE GENERAL CONDITIONS SPECIFICATIONS 30 LP-11 LANDSCAPE PLANTING SPECIFICATIONS 31 LP-12 LANDSCAPE PLANTING SPECIFICATIONS 31 LANDSCAPE SHEETS TOTAL IRRIGATION DESIGN INDEPENDENT IRRIGATION CONSULTANTS, INC. CONTACT: JAIME COVARRUBIAS 435 NORTH PACIFIC STREET A: SAN MARCOS, CA 92069 B: (760) 967-0177 E: JAIME@INDEPENENTIRRIGATION.COM S W E N LOCAL VICINITY MAP 10/7/2024 DATE DECLARATION OF RESPONSIBLE CHARGE I HEREBY DECLARE THAT I AM THE LICENSED LANDSCAPE ARCHITECT OF RECORD FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE LANDSCAPE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE CALIFORNIA BUSINESS AND PROFESSIONS CODE AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE REVIEW AND APPROVAL OF THESE LANDSCAPE PLANS AND SPECIFICATIONS BY THE CITY OF CARLSBAD AND SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH IS CONFINED TO REVIEW ONLY AND DOES NOT RELIEVE ME, AS THE LICENSED LANDSCAPE ARCHITECT, OF MY RESPONSIBILITIES FOR THE PROJECT LANDSCAPE DESIGN. THESE PLANS HAVE BEEN PREPARED IN SUBSTANTIAL CONFORMANCE WITH THE APPROVED CONCEPT PLAN, WATER CONSERVATION PLAN AND CONDITIONS OF APPROVAL RELATED TO PLANTING AND IRRIGATION (LANDSCAPE) ANDREW S. REESE, PRESIDENT, ASRLA, Inc. REGISTRATION NO. 4643 EXP. 4/30/2025 Ph: 619-992-8196 10/7/2024 DATE WATER EFFICIENT LANDSCAPE DECLARATION I AM FAMILIAR WITH THE REQUIREMENTS FOR LANDSCAPE AND IRRIGATION PLANS CONTAINED IN THE CITY OF CARLSBAD'S LANDSCAPE MANUAL AND WATER EFFICIENT LANDSCAPE REGULATIONS. I HAVE PREPARED THESE PLANS IN COMPLIANCE WITH THOSE REGULATIONS AND THE LANDSCAPE MANUAL. I DECLARE THAT THE PLAN IMPLEMENTS THOSE REGULATIONS TO PROVIDE EFFICIENT WATER USE. ANDREW S. REESE, PRESIDENT, ASRLA, Inc. REGISTRATION NO. 4643 EXP. 4/30/2025 Ph: 619-992-8196 THE CONTRACTOR AND LANDSCAPE SUB-CONTRACTOR SHALL CONTACT THE LANDSCAPE ARCHITECT OF RECORD PRIOR TO BEGINNING ANY LANDSCAPE RELATED WORK TO ESTABLISH AND CONDUCT A PRE-CONSTRUCTION KICK OFF MEETING. THE LANDSCAPE ARCHITECT OF RECORD SHALL REVIEW PROJECT UTILITY LOCATIONS WITH THE CONTRACTOR(S). IF CONFLICTS EXIST OR ARISE DURING CONSTRUCTION, THE LANDSCAPE ARCHITECT SHALL BE NOTIFIED AND SHALL MAKE ANY AND ALL REVISIONS ACCORDINGLY TO ATTEMPT TO SCREEN UTILITIES FROM VIEW AND TO PROTECT EXISTING UTILITIES TO REMAIN (ABOVE AND BELOW GRADE) FROM INVASIVE PLANT GROWTH AND ROOTS. BACKFLOW PREVENTER TESTING ALL IRRIGATION BACKFLOW PREVENTERS SHALL BE TESTED BY A CERTIFIED TESTER AND RESULTS SHALL BE GIVEN TO THE CITY AND CARLSBAD MUNICIPAL WATER DISTRICT. PIPE BETWEEN THE METER AND BACKFLOW PREVENTER SHALL BE "SCHEDULE K HARD COPPER" APPROVED CONTRACT BACKFLOW TESTERS CAN BE FOUND BY CALLING: 760-438-2722. LT-1 1 SIGNED UNDER PENALTY OF PURGERY SELECT SHEETS OF THE LANDSCAPE PLAN ARE PROVIDED HERE FOR REFERENCE TO SHOW PROPOSED PLANTING IN THE BIOFILTRATION BASINS DI Aviara Oaks Elementary School 6900 Ambrosia l n,• Cartsbad, CA 92011 BATIQUITOS DR Aviara Oilks Elementa,y School 69(,0 Ambr-osia LIi, i---------...._ cartsbad, CA ~20ll RCE--- REVIEWED BY: INSPECTOR APPROVED FOR IRRIGATION AND PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA "AS BUil T" RCE ___ _ DATE DATE l----l--------.+-----------+--t------1------1------i L 11 CITY PL~N~NG ~les~~s BAD LANDSCAPE IMPROVEMENT PLANS FOR: GR APPROVED: DATE DRAWING NO. SYMBOL BOTANICAL NAME COMMON NAME QUANTITY / SIZE REMARKS WUCOLS PLANT MATERIAL SCHEDULE PLATANUS RACEMOSA SINGLE TRUNKCALIFORNIA SYCAMORE 30 / 24" BOX SHRUBS TREES MED CERCIS CANADENSIS DOUBLE STAKE FOREST PANSY 36 / 24" BOX 'FOREST PANSY' MED REDBUD DOUBLE STAKE QUERCUS VIRGINIA SOUTHERN LIVE OAK 7 / 24" BOX MODSINGLE TRUNK DOUBLE STAKE LAGERSTROEMIA INDICA x DOUBLE STAKE NATCHEZ CRAPE MYRTLE 20 / 24" BOX MEDSINGLE TRUNK FAURIEI 'NATCHEZ' SINGLE TRUNK EXISTING TREE EXISTING TREE AS SHOWN PROTECT IN PLACE QUERCUS LOBATA (DEC)VALLEY OAK 3 / 24" BOX MOD DOUBLE STAKESTANDARD TRUNK QUERCUS AGRIFOLIA (EVE)COAST LIVE OAK 9 / 24" BOX VERY LOW QUERCUS ENGELMANNII (EVE)ENGELMAN OAKQ 5 / 24" BOX VERY LOW STANDARD TRUNK DOUBLE STAKE STANDARD TRUNK DOUBLE STAKE QUERCUS SUBER CORK OAK 3 / 24" BOX LOWSTANDARD TRUNK DOUBLE STAKE QUERCUS PALUSTRIS PIN OAK 5 / 24" BOX MODSTANDARD TRUNK DOUBLE STAKE A L S QUERCUS RUBRA RED OAK 5 / 24" BOX MEDSTANDARD TRUNK DOUBLE STAKER SHRUBS PER PLAN TURF & GROUNDCOVER LOW 689 / 5 GAL LOWMUHLENBERGIA LINDHEIMERI AUTUMN GLOW MUHLY 'LENI' SALVIA LEUCANTHA PER PLANMEXICAN SAGE 389 / 5 GAL LOWLOW PER PLAN Sa CAREX FLACA BLUE SEDGE C.C. / 1 GAL . LOW F FESTUCA CALIFORNICA CALIFORNIA FESCUE 1,471 / 3 GAL.LOW AGAVE ATTENUATA FOXTAIL AGAVE LOW BOUTELOUA GRACILIS PER PLANBLUE GRAMMA GRASS 850 / 5 GAL'BLONDE AMBITION'LOW 14" O.C. PER PLAN CERCIS OCCIDENTALIS WESTERN REDBUD 86 / 24 GAL.PER PLAN LOW PORTULACRIA AFRA ELEPHANT FOOD PLANT 20 / 5 GAL.LOWPER PLANp BIOSWALE PLANTING JUNCUS PATENS "ELK BLUE"2' 0" O.C.CALIFORNIA GRAY RUSH C.C. / 5 GAL.LOW AGAVE 'BLUE FLAME'BLUE FLAME AGAVE LOW3 / 15 GAL PER PLAN PER PLAN255 / 5 GAL TRIANGULAR SPACE CAREX DIVULSA 18" O.C.BERKELEY SEDGE C.C./ 1 GAL.LOWC CHONDROPETALUM LARGE CAPE RUSH C.C. / 5 GAL.LOWE5'0" O.C. ELEPHANTINUM SAGE 98 / 15 GALSALVIA 'ALLEN CHICKERING'Ec J TOHOMA 31 TURFGRASS /SOD/SEED 107,000 S.F.- PER MANF. RECOMENDATION C.C. / 1 GAL.B LOW4'0" O.C.BACCHARIS PILULARIS -DWARF COYOTE BRUSH'PIGEON POINT' ROSMARINUS OFFICINALIS PER PLANUPRIGHT ROSEMARY 58 / 5 GAL LOW 'TUSCAN BLUE' C CAREX DIVULSA 18" O.C.BERKELEY SEDGE C.C./ 1 GAL.LOW MUHLENBERGIA RIGENS PER PLANDEER GRASS 124 / 5 GAL LOW T MULTI/LOW BRNCH TRIANGULAR SPACE TRIANGULAR SPACE 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 OVER 5' 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 2023-0015 DEV 2023-0066 OVERALL MODERNIZATION SITE AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION 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 AN D R E W S RE E S E 543-4L ASR ASR ASR TREE PROTECTION NOTES AND GUIDELINES: DURING THE COURSE OF CONSTRUCTION, TREES CAN RECEIVE MUCH STRESS, POLLUTION, SOIL COMPACTION AND LACK OF WATER. THE FOLLOWING TREE 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 THE SITE CLEAN AND MAINTAINED AT ALL TIMES. NO CONSTRUCTION STAGING OR DISPOSAL OF CONSTRUCTION MATERIALS OR BYPRODUCTS INCLUDING BUT 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 AND REDUCE 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 OR AFTER 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 BE TRANSFORMED TO A FRIABLE CONDITION. ON ENGINEERED SLOPES, ONLY AMENDED PLANTING HOLES NEED TO MEET THE REQUIREMENTS OF THIS SECTION. 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 CONTROL I.E. GRADING, DRAINAGE AND OVERALL SITE LAYOUT, INCLUDING BUT NOT LIMITED TO, ADA PATH OF TRAVEL. 2. SEE CIVIL ENGINEERING AND ARCHITECTS FOR ALL HARDSCAPE, SITE FURNISHING, 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 FREE 1 - 800 - 422 - 4133 AT LEAST TWO DAYS BEFORE YOU DIG T.M. UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA 19 1 LANDSCAPE CONSTRUCTION LEGEND: DESCRIPTION DETAIL / NOTES SEE DETAIL C, D & E / LP-7.2 3 SEE ARCHITECT'S PLANS AND FOR DETAILS AND SPECIFICATIONS. SYMBOL ROCK COBBLE ROOT BARRIERS 6" WIDE CONCRETE MOW CURB FENCING / GATES DECOMPOSED GRANITE (DG) PAVING W STABILIZER BY DECORATIVE STONE SOLUTIONS COLOR: GOLDEN "C" 4 1. SEE ENGINEER'S OR ARCHITECTURE PLANS FOR PARKING AREA, PAVEMENT LOCATION, RETAINING WALLS, SITE DRAINAGE AND GRADING, FINISH GRADING, SITE UTILITY LAYOUT AND CONSTRUCTION. 2. DIMENSIONS INDICATED ON PLANS SHALL PREVAIL OVER PLAN SCALE. DIMENSIONS ARE TO FACES OF AND PERPENDICULAR FACE OF BUILDING WALLS UNLESS SHOWN OTHERWISE. ALL ANGLES AND CONNECTIONS ARE (90) DEGREES UNLESS NOTED OTHERWISE. WALKS CONNECTING DOORS ARE TO BE ALIGNED WITH FACE OF BUILDING UNLESS NOTED OTHERWISE. 3. NO DEVIATIONS FROM PLANS SHALL OCCUR WITHOUT APPROVAL OF THE RESIDENT ENGINEER AND LANDSCAPE ARCHITECT. 4. ANY PROPOSED WORK THAT IS INCONSISTENT WITH COMMON, SAFE CONSTRUCTION PRACTICES SHALL BE BROUGHT TO THE ATTENTION OF THE RESIDENT ENGINEER PRIOR TO COMMENCING WITH CONSTRUCTION. 5. CONTRACTOR SHALL VISIT SITE AND VERIFY ALL FIELD CONDITIONS PRIOR TO BEGINNING CONSTRUCTION. 6. CONTRACTOR SHALL REVIEW PLANS AND DETAILS TO ASCERTAIN LOCATIONS NECESSARY TO PROVIDE ELECTRICAL CONNECTIONS TO POWER IRRIGATION, LIGHTING, ETC. 7. CONTRACTOR SHALL DETERMINE THE LOCATION AND DEPTH OF ALL SITE UTILITIES PRIOR TO CONSTRUCTION. NOTIFY RESIDENT ENGINEER OF ANY DISCREPANCIES IMMEDIATELY. SEE DETAIL F / LP-7. SEE ARCHITECT'S PLANS AND FOR DETAILS AND SPECIFICATIONS.LANDSCAPE CONSTRUCTION NOTES: SEE DETAIL F / LP-8. SELECT SHEETS OF THE LANDSCAPE PLAN ARE PROVIDED HERE FOR REFERENCE TO SHOW PROPOSED PLANTING IN THE BIOFILTRATION BASINS 0 0 0 /' ' I \.. v' " ' '-, / ' ' ~ / ' ® 0 0 0 0 0 EB 0 CJ CJ Ea CJ CJ CJ IA\ □ □ □ □ RCE __ _ REVIEWED BY: INSPECTOR ,,., APPROVED: APPROVED FOR IRRIGATION AND PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA "AS BUILT" RCE __ _ DATE DATE DRAWING NO. PH PH (147) (146) (145) (140) (140) (145)(138)S D S D SD SD SD SD SD SD SD SD SD SD SD SD SD SD S D SD SD SD SD E E E IR R IR R IR R IR R IR R IR R IR R IRR IRR IRR IRR I R R IR R IRR IRR IRR IRR IRR IRR IR R IR R 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 COM M COMM E IRR IR R IR R IR R IR R IR R G G CO M M CO M M E E E W W W W W W W W W W W W W W W W S S S S S S S S S S S S S S S S S S S S S W W W W W W W W W S SD SD SD SD SD SD SD SD SD SD W W W W W W S S S S S S WS SW W S W W W W E E E E E J J JJ J J J J J J J J J J J C C C C C C C C C CC C C C C C C F F F F F F F F F F F F B B F F BB F F F A Q A F Ec Ec Ec Ec EcEc Ec Ec Ec Ec Ec Ec Ec Ec Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa SaSa SaSa F SaSa Sa Sa SaSa Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa FF F B F SaSaSaSaSaSaSa F F Sa EcSaSa Sa Sa Sa Sa Sa Sa F Ec Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa F F Sa Sa Sa FF FF B B F F p p p p p p p p p p p F F F Sa Sa Sa Sa Sa Sa Sa SaSa SaSa Sa Sa F F FFF FB Sa Sa Sa F Sa Sa SaSaSa Sa Sa Sa Sa B F E C Ec Ec Sa S A B B C C C J B F F F F F Q Ec Ec Ec Ec Ec Ec Ec Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa SaSa SaSaSaSa SaSaSaSa Sa Ec Ec Ec Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa Sa SaSa Ec RUHNAUCLARKE.COM 3775 TENTH STREET, RIVERSIDE CALIFORNIA 92501 (951) 684 4664 / 5751 PALMER WAY, SUITE C, CARLSBAD CALIFORNIA 92010 (760) 438 5899 LPC 2023-0015 DEV 2023-0066 OVERALL MODERNIZATION SITE AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION 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 AN D R E W S RE E S E 3 G2 G3G1 G4 G14 G13 G5 G6 G7 G11 G9 G8 G10 G12G15 G16 G17 LP-1 LP-2 LP-3 LP-4 LP-5 LP-6 DIAL TOLL FREE 1 - 800 - 422 - 4133 AT LEAST TWO DAYS BEFORE YOU DIG T.M. UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA 543-4L ASR ASR ASR 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 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 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 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. 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 BEEN ESTABLISHED AND APPROVED BY ALL PARTIES INVOLVED WITH ANY 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 L A N E AVIA R A PRK Y . 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 -I I • ·-< I j L QUICK KEYNOTES: THIS SHEET ONLY IJJ ROCK COBBLE []J ROOT BARRIER - - I]] 6" WIDE MOW CURB [!) 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KEY MAP - - ------+--- I T • ~-·" • _J. ~-',- ' I I I I I 1 2 3 [I) 3 [I) 3 ~ ____ .----------- ;;";j{f !f ff:> / / -··5J--.·.-....• •. . - -- - - 2 RCE __ _ REVIEWED BY: INSPECTOR APPROVED FOR IRRIGATION AND PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA "AS BUILT" RCE ___ _ DATE DATE >----+--+-----------+-----+--+----+----I I SHEET 11 CITY OF CARLSBAD _ PLANNING DIVISION :;:LA:;:;N;;;D;:;;S;;;:C~AP~E;::::;;:IM;;;:P;:RO;;VE:;;::;M;;;EN:;;;T;:::P;;L::;A~N;:S :;;F;;OR~::::::::::::::::::::::::=====:::: APPROVED: DATE DRAWING NO. (151) (150) (149) (148) (151) (150) (145) (153) (154) (155) (160) (160) (155) (153) (154) (155) (160) (156) (150)(150) (165) (170) (175) SD SD SD SD SD SD SD SD S D S D S D S D S D S D SD IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IR R IR R I R R IR R IR R I R 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 SD SD SD SD SD L C C C C C C E E J J J J J J JJ J 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 2023-0015 DEV 2023-0066 OVERALL MODERNIZATION SITE AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION 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 AN D R E W S RE E S E 3 G2 G3G1 G4 G14 G13 G5 G6 G7 G11 G9 G8 G10 G12G15 G16 G17 LP-1 LP-2 LP-3 LP-4 LP-5 LP-6 DIAL TOLL FREE 1 - 800 - 422 - 4133 AT LEAST TWO DAYS BEFORE YOU DIG T.M. UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA 543-4L ASR ASR ASR EXISTING TREE - PROTECT IN PLACE, 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 AS SPECIFIED 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 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 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 4 /~/; •• /, ~ ... ························•·····I······························································································································.................... . ............ {. 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QUICK KEYNOTES: THIS SHEET ONLY . . . . ............ .. -• ~ . : : : : . :::::-::.·:·:·::-:·:: • .. .. .. .. .....__,c>' .......... .. ~ .. ~•.. • .. " r::::::::::::::::::::: . • . -.:-\: . • . ---.::,,:c/ " " " .. .. ·J~, • •.•. .. .... .. -~ .. .. . .. .. . .. .. .. .. . . -. . . .. . __ , / ,/ ' ' \ \,/''.,' \, _ _,,-<' IJ] ROCK COBBLE 11) ROOT BARRIER - - I]] 6" WIDE MOW CURB [i) 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 RCE __ _ REVIEWED BY: INSPECTOR APPROVED FOR IRRIGATION AND PLANTING ONLY, INCLUDING PRECISE LOCATION OF PLANTING AREA "AS BUILT" RCE ___ _ DATE DATE KEY MAP l------+--+-----------+-----+--+-----+-------1 I SHEET 11 CITY OF CARLSBAD . PLANNING DIVISION :;:LA:;:;N;;;D;:;;S;;;:C~AP~E;::::;;:IM;;;:P;:RO;;VE:;;::;M;;;EN:;;;T;:::P;;L::;A~N;:S :;;F;;OR~::::::::::::::::::::::::=====:::: DI RT APPROVED: DATE DRAWING NO. Appendix K: Forms and Checklists K-2Sept. 2021 Harvest and Use Feasibility ChecklistForm 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 consideredto 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 ~P,. 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 l ) ( ) { ) ( ) 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. - -~ -. . ,,_,,. l;nrnn-r:n ' ---~ ,_. . ... • .::., w,;=-:..:. ~--IP-~g,;av .::. Infiltration Testing Method 0-25 0.50 Suitahility Soil Texture Oass 0.25 Refer to 0.50 Assessn1e.1.1t 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 \'\!'ell/Groundwater Basin I Mandatory II Considerations I Optional Considerations Result I BJvll) is within 50' of Septic Tanks/Leach Fields BMP is within 10' of Structures/Tanks/Walls BlvIP is within 10' of Sewer Utilities Bl\1IP is within 10' of GroLmdwater Table BMP is with.in Hydi:ic SoiJs BMP is within HighJy Liquefiable Soils and has Connectivity to Structures BlvIP 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 Bl\1IP is within 1 0' of Properry Line BMP is within FiJl Depths of 2:5' (Exjsti.ng or Proposed) • M is witl1i.11 1 O' of U derrr 1d U tili • 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 Units 1 Drainage Basin ID or Name DMA1 DMA2 unitless 2 85th Percentile 24-hr Storm Depth 0.60 0.60 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 203,470 40,956 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) 66,550 100,564 sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) 6,200 2,100 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 276,220 143,620 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.74 0.47 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.74 0.47 unitless 26 Initial Design Capture Volume 10,220 3,375 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 0.74 0.47 unitless 32 Design Capture Volume After Dispersion Techniques 10,220 3,375 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 0.74 0.47 unitless 36 Final Effective Tributary Area 204,403 67,501 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 10,220 3,375 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 SEE SUPPLEMENTAL DOCUMENTATION AND ANALYSIS WITHIN ATTACHMENT 1 FOR HYDROLOGIC SOILS GROUP DETERMINATION TOTAL RETENTION PROVIDED BY BMP-1 AND BMP-2 : 1,812 CF 1,812 CF > 272 CF ADEQUATE RETENTION IS PROVIDED Category Basic Analysis Advanced Analysis Result # -2 3 4 5 6 7 8 9 -11 -13 No Warning Messages Automated Worksheet B.2: Retention Requirements (V2.0 Description i Drainage Basin ID or Name ■--85th Percentile Rainfall Depth Predominant NRCS Soil Type Within BMP Location Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted Nature of Restriction Slopes Do Minimum Retention Requirements Apply to this Project? Yes Are Habitable Structures Greater than 9 Stories Proposed? No Has Geotechnical Engineer Performed an Infiltration Analysis? Yes Design Infiltration Rate Recommended by Geotechnical Engineer 0.000 Design Infiltration Rate Used To Determine Retention Requirements 0.000 Percent of Average Annual Runoff that Must be Retained within DMA 4.5% Fraction of DCV Requiring Retention 0.02 Required Retention Volume 204 tl Units I 0.60 inches C unitless Restricted unitless Slopes unitless Yes yes/no No yes/no Yes yes/no 0.000 in/hr 0.000 in/hr 4.5% percentage 0.02 ratio 68 cubic-feet Automated Worksheet B .3: BMP Performance 2.0 1 in ID or Name DMAl DMA2 s -ft 2 ded 0.000 0.000 in/hr 3 BMP 10,220 3,375 cubic-feet 4 Ve etated Ve etated unitless 5 Llned Llned unitless 6 Does BMP Have an Underdrain? Underdrain Underdrain unitless 7 Does BMP Utilize Standard or S ecialized Media? Standard Standard unitless 8 Provided Surface Area 6,200 2,100 s -ft 9 9 6 inches 10 21 21 inches 11 Provided Gravel Thickness 15 15 inches 12 3 3 inches 13 Diameter ofUnderdrain or H dromod Orifice Select Smallest 2.50 1.00 inches 14 S ecialized Soil Media Filtration Rate in/hr 15 S ecialized Soil Media Pore S ace for Retention unitless 16 s unitless 17 S ecialized Gravel Media Pore S ace unitless 18 Volume Infiltrated Over 6 Hour Storm 0 0 cubic-feet 19 Pondin Pore S ace Available for Retention 0.00 0.00 unitless 20 Soil Media Pore S ace Available for Retention 0.05 0.05 unitless 21 Gravel Pore S ace Available for Retention Above Underdrain 0.00 0.00 unitless 22 Gravel Pore S ace Available for Retention 0.40 0.40 unitless 23 Effective Retention De th 2.25 2.25 inches 24 Fraction ofDCV Retained rawdown T 0.11 0.12 ratio 25 Calculated rawdown Time 120 120 hours 26 Efficac of Retention Processes 0.13 0.14 ratio 27 Volume Retained b BMP Considerin Drawdown Time 1337 475 ubic-feet 28 8,883 2,900 cubic-feet 29 Max H dromod Flow Rate throu h Underdrain 0.3025 0.0470 cfs 30 Max Soil Filtration Rate Allowed h U nderdrain Orifice 2.11 0.97 in/hr 31 Soil Media Filtration Rate er S ecifications 5.00 5.00 in/hr 32 Soil Media Filtration Rate to be used for Sizin 2.11 0.97 in/hr 33 De th Biofiltered Over 6 Hour Storm 12.64 5.81 inches 34 Pondin Pore S ace Available for Biofiltration 1.00 1.00 unitless 35 Soil Media Pore S ace Available for Biofiltration 0.20 0.20 unitless 36 Gravel Pore S ace Available for Biofiltration Above Underdrain 0.40 0.40 unitless 37 Effective D th of Biofiltration Sto 18.00 15.00 inches 38 Drawdown Time for Surface Pondi 4 6 hours 39 Drawdown Time for Effective Biofiltration De th 9 16 hours 40 Total De th Biofiltered 30.64 20.81 inches 41 13,324 4,349 cubic-feet 42 13,324 3,641 cubic-feet 43 6,662 2,175 cubic-feet 44 6,662 2,175 cubic-feet 45 1.00 1.00 ratio 46 Do Site Desi Elements and BMPs Satis Annual Retention Re uirements? Yes Yes es/no 47 Overall Portion of Performance Standard Satisfied MP Efficac Factor 1.00 1.00 ratio 48 0 0 cubic-feet -Use of specialized or proprietary media requires submittal of supplemental information outlined in Appendix F of the BMPDM. Ap p e n d i x B : S t o r m W a t e r P o l l u t a n t C o nt r o l H y d r o l o g i c C a l c u l a t i o n s an d S i z i n g M e t h o d s f o r S t r u c t u r a l B M P s ww w . s a n d i e g o c o u n t y . g o v / s t o r m w a t e r B - 7 Ef f e c t i v e S e p t e m b e r 1 5 , 2 0 2 0 Fi g u r e B . 1 - 1 : 8 5 t h P e r c e n t i l e 2 4 - h o u r I s o p l u v i a l M a p PR O J E C T S I T E 0. 6 I N rJ) iii ·;;: ~.2 C: Q. ::J 0 0 rJ) o-CI) 0:: c,-CI) C: ·-Cl) C ~ C: Cl) Ill C. en r. -IO co 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) (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)(165) (170) (175) (180) (140) (145) N 55°56'0 0 " W 416.30' SD SD SD SD SD SD SD SD SD SD SD SD SD SD S 2 6 ° 3 4 ' 0 1 " W 107 . 1 0 ' N 64°00 ' 4 7 " E 361.30' N 2 7 ° 2 5 ' 2 7 " E 18 0 . 5 0 ' SD SD SD SD SD SD SD N 0 7 ° 1 9 ' 1 3 " E 23 5 . 0 0 ' 40.00 10.00 40.00 10.00 35.00 15.00 (1 7 5 ) (1 7 0 ) (165) (1 8 0 ) (1 6 5 ) (1 7 0 ) (1 6 5 ) (1 7 5 ) (1 8 0 ) (1 8 5 ) (1 8 5 ) (142)(141)(140)(139)(138)(143)(144)(145)AHEAD HMP EXHIBIT-PRE-PROJECT SD DMA AREA DMA SURFACE TYPE (SF) ID {SF) 1 276,220 276,220 EXISTING PERVIOUS AREA 2 143,620 143,620 EXISTING PERVIOJS AREA NOTIE: EXISTING IMPERVIOJS AREA IS CALCULATIED AS PERVI OJS TO REPRESENT THE PRE -DEVELOPMENT CQ\JDITION AND PROVIDE ON-SllE ALllERNATI'vE CGAPLIANCE FOR PROPOSED IMPERVIOJS AREA NOT TRIBUTARY TO A BMP 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 • . __,_,,. • • • • • . . ,,,.- ~ + ... + ... ... ... • • -.._ ~ -· ._. . ...... --. . ..... + ...... + ... ,I' ... .... . . . . . . • • • • • -·~-~-.-/ " " ' • .---~---'-----, EXIST CURB INLET ', ~ ~' HYDROMODIFICATION /.i POINT OF / COMPLIANCE, POC1 7 20 CITY OF CARLSBAD GIS LINEWORK FOR PUBLIC STORM DRAIN 7 0 2" !JO 7!) SCALE: 1" = 50' I I I I I IMAGERY SOURCE: GOOGLE EARTH, IMAGERY DATE 8/17 /19 TORY R. WALKER ENGINEERING 122 Civic Center Drive, Suite 206 Vista, CA 92084 I I I I ! / / I I -- LEGEND EXISTING CONTOUR EXISTING STORM DRAIN EXISTING IMPERVIOUS AREA TO REMAIN IN PROPOSED CONDITION; CALCULATED AS PERVIOUS FOR ON-SITE ALT COMPLIANCE (53,710 SF) DMA BOUNDARY FLOW DIRECTION FLOW PATH FOR ....__,50 -- --- C::, ----+-- SEPTEMBER 2024 AVIARA OAKS ELEMENTARY SCHOOL N 0 0 ° 2 0 ' 2 2 " W 2 9 3 . 7 1 ' N 55°56' 0 0 " W 416.30' 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 40.00 10.00 40.00 10.00 35.00 15.00 AHEAD SD SD SD SD RD RD RD S PH PHPH PH PH VAN VAN VAN (E) BLDG 400 CLASSROOM (E) BUILDING 500 CLASSROOM BUILDING 600 CLASSROOM NEW BUILDING 800DS (E) BUILDING 300 CLASSROOM (E) BUILDING 700 CLASSROOM (E) BLDG 400 CLASSROOM (E) BUILDING 500 CLASSROOM (E) NEW BUILDING 800 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 DS CLASSROOM HMP EXHIBIT - POST-PROJECT SD SD DS . >" _, ~>t • I'·,: I I .. • ' ;· .. r I ·, "• I ,: •: ., $:i"=ii-llll_!ll_llil_&;,i_lllil=-;---::--e-__,~.:(',../'V .. ',j?-:~·.:_;~ ... ,.·: -----·:-:·,· .. -·~-·~·-.·~--.... ,_ ... ,..;-~-: , 00 ~~, • : : : : : : : -• Gt1{~li1li~;t · , ~:~ ./_ --... :, : : : : : : : : : : : : : : : : : : : . 't , ·:::::: ~ fl f '··1··'··I•·-··1:·1··•·;·1,'.l·[. & 11, 1 i f!ll4.~II --"'--+--4--J::.A, .;_ • •1 • • • • • • • • 9 1l_l • • • -.-1 .. .. .. • • • ... • .. noo ... • • -,.; ................... n v.·•• .. • I• • • • • • • .., V 11 • • • FUTURE IMPROVEMENTS CONTINGENCY (MIDDLE SCHOOL) THE ADJACENT AVIARA OAKS MIDDLE SCHOOL PROJECT IS CURRENTLY IN DESIGN DEVELOPMENT. DUE TO SITE DESIGN CONSTRAINTS, IT IS ANTICIPATED THAT THE MIDDLE SCHOOL WILL BE UNABLE TO PROVIDE ADEQUATE WATER QUALITY AND HYDROMODIFICATION MITIGATION ON-SITE. AS SUCH, AVIAIRA OAKS ELEMENTARY PROPOSES TO PROVIDE BOTH WATER QUALITY AND HYDROMODIFICA TION MITIGATION FOR EXISTING IMPERVIOUS AREA TRIBUTARY TO BMP-1, AS ON-SITE ALTERNATIVE COMPLIANCE IN ANTICIPATION OF THE FUTURE IMPROVEMENTS. BOTH THE MIDDLE SCHOOL AND ELEMENTARY SCHOOL ARE TRIBUTARY TO THE SAME 60" RCP PUBLIC STORM DRAIN THAT PASSES THROUGH THE EAST SIDE OF THE SCHOOL SITE. ·, . . . . ... . • •·. . . ... ... ... ~ . . . . . ~? •••••• -~ ....... • -~ ............. ... ~.... ... . ... . ... . ... . ... ' ::; .. 1 ......... . ~ ' ·;_: • • + ... ... • • • • • ,; . ... I . ... . ... . ... . .. ~ ... . ... . ... ... ... . . \:::t:::<::::: H :-• =~ = = = t ;;1 •• .i:: .• = .. , F-;~;~~~! AVIARA OAKS MIDDLE SCHOOL AS SHOWN ON THIS EXHIBIT, AND AS CALCULATED WITHIN THIS SWQMP, UP TO 50,210 SF OF ON-SITE ALTERNATIVE COMPLIANCE AREA IS AVAILABLE FOR THE MIDDLE SCHOOL IMPROVEMENTS. BASED ON CURRENT DESIGN DRAWINGS, THE MIDDLE SCHOOL PROPOSES APPROXIMATELY 30,000 SF OF NEW IMPERVIOUS SURFACE. NO APPROVAL OF THE MIDDLE SCHOOL SITE PLAN IS IMPLIED WITHIN THIS SWQMP AT THIS TIME. AT FINAL ENGINEERING, THIS SWQMP WILL BE UPDATED AND REVISED AS APPROPRIATE TO SUPPORT THE MIDDLE SCHOOL CONSTRUCTION DRAWINGS. ,.:.... . . ... . ... . . ... . ~-. ... .......... . h • ... • ... • • • • • • : .... ~ ............... ~ <• • • • • • • • • ... j: ... ~ .............. . -m <i: .. !, _>;tqjf (APPROXIMATELY 30,000 SF, ------,_ t.. H /..:,} • .. '. !:'.:.·~:; ._•.\:t'·11II u j,1 '-~: : . .,:· .. : .. :-:·::~ ~-;A: 111111 , .................... Q 1-. ·r · ........................ ij \ -~ .. ' ............ . '::'. . .. .. .. .. .. .. .. . ·,• H .. ....--"~"' ~-,.,; ,·.., .• __ , 1111 HI • .'J,_cl, • ; .. ' ... . .. . .. .. .. . ~· ........... . ~ .. T .. • .. • .. • .. • ?•· .. .. .. .. .. • .. • • ~ .. .. ... • "' • "' .. .. .. f: .. J t·.. • I • .. • .. • .. • • 1 :~::: ·i:::::::::::::::: ~~,~ '-• • • "' • • • • • • ♦1 I ~:_ "' "' • "' • ., • .. • I I .! ,:. • • .., + .. .. • .. • I 100 •. I I I .1 .. <l .. • "' • ., • .. • I I ,..., • • • .. • .. • • .. 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'.t :..; ',.,: 7::. ~~;~t~rtiitt;:.. . ~;; ___ ,:. :~>··: f~ ~OTi~&u~ ¥:[[~LAIN BY HYDROLOGIC SOIL , .. ·N•-:~.-,, .... • • ,,:.:;,•,.•.•; .• ,,, •-.:· ,, ·,.•.· •'•'., I . 2. GROUNDWATER WAS NOT FOUND DURING GEO TECHNICAL [XPLORA TION, DEPTH > 20 FT. GROUND WA T[R NOT CONSIDERED TO BE A FACTOR IN SITE DEVELOPMENT. 3. NO CRITICAL COARSE SEDIMENT YIELD AREAS EXIST WITHIN THE PROPOSED _.. .. .. . .. • • • • • • • • • • • • • • • • ••: ·,,, .. : .. \'.·· ·-:•·>.-:•:,: ,r, ·;_..,-,··,.: .... ··, '· DEVELOPMENT AREA, SEE A TTACHM[N T 2b ·::f, ': .. ,:. i, i ·~·,;~,,~,,~i~f ~~1~1bf ~(~r~]#i~f ~,m,,1z.,'fi~•!:0Jr:,;?t:~~l'.~i:&'.'.f'.'~?:·~r[t,~~~ ~ •', 1: • ,,.,lf -' ·.,., •.• ,, ..••• • ..,, ... • • • • • •• ".,'•,;•·'·,(,.-·:-.!,:,,:-.,-,,,,,,,,.,...,.., •• •,:·~•·· ••••••• -f·• • • ,. • • • ···•·· :: ; - • • • ;;:~· ;><:'::'.:a'/:m • li\~:ts{{/ff t~tfrfiil ,·,;:; m ; :;,·. -• • • • • • ·,. • • :if t{: .. t-t;.,,.....t-r-i SHEET FLOW LENGTH: :fl APPROX. 135 FT, SLOPE =2.8% ~~ i f:;;'.• YnDTH = {276'.;~~~,,~~~(~./~~.~~):~f~~~--~~ .. ·,:··::~~. _. ;:::::-1---.........•••••• •i .' ··';{'.:'. .• :_ ·~: ~ .. -, ,. : .... '-:f•·h:t~J z~--.:-~·----r.~-~W ;•: .... _h;_3 • :· • • • .. ... • _'l_; ·, .::•: ;:~_-:; --~~;;:;<-?::·~jr~ ~->::~:~ ~~'.~-~-:~rr~-. ·. . : : -; ; ; . : : -· · · ".,,/",.*',_., ,., .. ,~ .. , ,;e .,.•. • • • .0 • , h • ' ~i ;'.~{;:~:;J;}Ji :.:·~·:::~:S::~~ED. A:E: .: '.,: • • • , .. - •, ~ {~i ''.-''"/ {·':; •. ;-:.::, :.! ;_~·;J;,:,;~• '----'I':' •.•.• .. ...___ \~ .,_ ::::::::::-~. ,,.-~?'----. ........ . --...... . ·.·.·.·.·.·-·-·-·.·-· ---..... ---......... ---.. ' .. --. ...... . • E°RT 0 I I I I I r, I ,. ,. I I I I I -1--1 ·1 • • • • l l l 1 1: J~ , r:-, \ DMA ID 1 2 :Je ' 'l HYDROMODIFICATION POINT OF COMPLIANCE, POC1 AREA (SF) 276,220 143,620 DMA SURFACE TYPE (SF) 149,760 PROPOSED IMPER\.10JS AREA (DRIVEWAY, PARKING LOT, AND HARDSCAPE) 53,710 EXISTING IMPER\.10JS AREA 66,550 PROPOSED PER\.10JS AREA 40,956 PROPOSED IMPER\.10JS AREA (DRIVEWAY, PARKING LOT, HARDSCAPE) 100,564 PROPOSED PER\.10JS AREA EE EE EE PERCENT IMPERVIOUS 74% 29% DMA TYPE DRAINS TO BMP DRAINS TO BMP 25 (SEE PREPROJECT EXHIBIT) 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) PROPOSED IMPERVIOUS, NOT TRIBUTARY TO A BMP, TREATMENT PROVIDED BY ON-SITE ALT COMPLIANCE (3,500 SF) PROPOSED AVIARA OAKS MIDDLE SCHOOL IMPROVEMENTS, NOT TRIBUTARY TO A BMP, TREATMENT PROVIDED BY ON-SITE ALT COMPLIANCE (APPROXIMATELY 30,000 SF) OMA BOUNDARY FLOW DIRECTION FLOW PATH (FOR SWMM WIDTH CALCULATION) ---150 --'--150- f · .... -... j . ---.. --. . -. -... -. .. ----... - C::, ----+--- PROPOSED BMP TYPE STRUCTURAL STRUCTURAL BIOFIL TRA TION (WQ AND HMP) BIOFIL TRA TION (WQ AND HMP) ! ~ 0 25 50 SCALE: 1 • = 50' BMP ID BMP SIZE BMP-1 6,200 SF BMP-2 2,100 SF FOR JANUARY 2025 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. SW Q M P – At t a c h m e n t 2 D Avi a r a Oa k s E l e m e n t a r y S c h o o l M o d e r n i z a t i o n Oc t o b e r 20 2 3 Pa g e 1 Jo b # 71 7 -0 2 AT T A C H M E N T 2 D – HY D R O M O D I F I C A T I O N C A L C U L A T I O N S Hy d r o m o d i f i c a t i o n c a l c u l a t i o n s a r e p r o v i d e d i n t h i s s e c t i o n us i n g EP A S W M M 5 . 2 mo d e l i n g so f t w a r e p e r t h e g u i d a n c e o f T h e C ity o f Ca r l s b a d BM P D e s i g n M a n u a l , da t e d J a n u a r y 1 1, 2 0 23 (B M P De s i g n M a n u a l ) . Mo d e l D e s c r i p t i o n Co n t i n u o u s s i m u l a t i o n m o d e l i n g w a s p e r f o r m e d u s i n g S W M M t o c o m p a r e t h e p r e -pr o j e c t a n d po s t -pr o j e c t r u n -of f c o n d i t i o n s fo r A v i a r a O a k s E l e m e n t a r y M o d e r n i z a t i o n . T w o se p a r a t e SW M M mo d e l s w e r e c r e a t e d , o n e t o mo d e l t h e p r e -pr o j e c t co n d i t i o n an d on e t o m o d e l t h e po s t -pr o j e c t co n d i t i o n . On e Po i n t o f C o m p l i a n c e ( P O C ) is an a l y z e d i n t h e p r e -pr o j e c t a n d p o s t -pr o j e c t co n d i t i o n sin c e t h e e n t i r e p r o j e c t i s t r i b u t a r y t o t h e s a m e p u b l i c s t o r m d r a i n s y s t e m d o w n s t r e a m . Se e th e H M P E x h i b i t fo r t h e P O C l o c a t i o n . R u n o f f g e n e r a t e d b y t h e p r o j e c t i n t h e p o s t -pr o j e c t co n d i t i o n i s r o u t e d t h r o u g h tw o bi o f i l t r a t i o n ba s i n s be f o r e b e i n g c o n v e y e d t o th e PO C . SW M M M o d e l C o m p o n e n t s Th e S W M M m o d e l s c o n s i s t o f t h e f o l l o w i n g c o m p o n e n t s : t r i b u t a r y s u b c a t c h m e n t s , L I D su b c a t c h m e n t s , s t o r a g e n o d e s , a n d o u t l e t s . I n t h e p o s t -pr o j e c t c o n d i t i o n , t h e t r i b u t a r y su b c a t c h m e n t s a r e r o u t e d t o t h e a p p r o p r i a t e L I D s u b c a t c h m e n t , w h i c h m o d e l s t h e w a t e r q ua l i t y co m p o n e n t o f t h e b i o f i l t r a t i o n . F r o m t h e r e , s u r f a c e v o l u m e in th e b a s i n s is mo d e l e d a s s t o r a g e no d e s a n d t he o u t l e t s a r e r o u t e d t o P O C 1 . Th e b i o f i l t r a t i o n L I D C o n t r o l p a r a m e t e r s c o n s i s t o f 9” o f s u r f a c e p o n d i n g fo r B M P -1, 6 ” o f s u r f a c e po n d i n g f o r B M P -2 , 21 ” o f a m e n d e d s o i l (3 ” m u l c h an d 18 ” o f b i o f i l t r a t i o n m e d i a ) , 1 5” dr a i n a g e co u r s e (3 ” N o . 8 s t o n e a n d 1 2 ” c r u s h e d r o c k ) , a n d a 6 ” s u b d r a i n s e t 3 ” a b o v e t h e b o t t o m . F l o w in t h e s u b d r a i n i s r o u t e d di r e c t l y to P O C 1 , u s i n g th e L I D U s a g e E d i t o r w i t h i n t h e L I D s u b c a t c h m e n t . La r g e r f l o w s a r e r o u t e d t o a s t o r a g e n o d e r e p r e s e n t i n g t h e s t o r a g e v o l u m e i n t h e b i o f i l t r a t i o n ba s i n . T h e o u t l e t c o n t r o l s t r u c t u r e s i n t h e b i o f i l t r a t i o n b a s i n s a r e m o d e l e d u s i n g s t a g e -di s c h a r g e ta b l e s i n t h e o u t l e t c o m p o n e n t , w h i c h c o n n e c t s t o P O C 1 . E SW Q M P – At t a c h m e n t 2 D Avi a r a Oa k s E l e m e n t a r y S c h o o l M o d e r n i z a t i o n Oc t o b e r 20 2 3 Pa g e 2 Jo b # 71 7 -0 2 SW M M K e y M o d e l P a r a m e t e r s Th e p a r a m e t e r s a n d m o d e l i n g v a r i a b l e s u s e d i n t h e S W M M m o d e l f o r t h e p r o j e c t a r e co n s i s t e n t wi t h th e g u i d a n c e in th e B M P D e s i g n M a n u a l , a n d s u m m a r i z e d h e r e : • Ra i n f a l l – Th e O c e a n s i d e ra i n g a g e h a s b e e n c h o s e n a s t h e m o s t a p p r o p r i a t e r a i n f a l l g a g e fo r t h e c u r r e n t p r o j e c t p e r t h e g u i d a n c e i n S e c t i o n G . 1 . 3 . 1 o f t h e B M P D e s i g n M a n u a l . Ra i n f a l l r e c o r d f i l e s h a v e b e e n d o w n l o a d e d f r o m t h e P r o j e c t C l e a n W a t e r w e b s i t e . • Ev a p o r a t i o n – Zo n e 4 h a s b e e n c h o s e n a s t h e a p p r o p r i a t e e v a p o t r a n s p i r a t i o n z o n e f o r th e c u r r e n t p r o j e c t u s i n g t h e C I M I S E T o Z o n e M a p a n d F i g u r e G . 1 -2 o f t h e B M P D e s i g n Ma n u a l . S u p p o r t i n g d o c u m e n t a t i o n i s p r o v i d e d i n th i s s e c t i o n . • Su b c a t c h m e n t Wid t h Par a m e t e r s – A f l o w p a t h i s i d e n t i f i e d o n t h e p r e -pr o j e c t a n d p o s t - pr o j e c t H M P E x h i b i t s f o r e a c h d r a i n a g e s u b c a t c h m e n t . T h i s f l o w p a t h i s i n t e n d e d t o re p r e s e n t t h e t y p i c a l o v e r l a n d s h e e t f l o w p a t h f o r t h e s u b c a t c h m e n t . T h e l e n g t h o f t h e fl o w p a t h i s d i v i d e d in t o t h e t o t a l s u b c a t c h m e n t a r e a t o c a l c u l a t e t h e f l o w w i d t h . T h e s e ca l c u l a t i o n s a r e s h o w n o n t h e H M P E x h i b i t s . • Hy d r o l o g i c So i l s G r o u p Ty p e – Pe r t h e a s s e s s m e n t i n A t t a c h m e n t 1 D , a n d b a s e d o n in f i l t r a t i o n t e s t i n g a t t h e p r o j e c t s i t e , T y p e C h y d r o l o g i c s o i l s g r o u p i s a s s u m e d a s a n av e r a g e r e p r e s e n t a t i o n o f t h e s i t e ’ s s o i l c h a r a c t e r i s t i c s . T h e i n f i l t r a t i o n p a r a m e t e r s i n t h e pr e -pr o j e c t a n d p o s t -pr o j e c t m o d e l s a r e s e l e c t e d a c c o r d i n g l y fr o m T a b l e G . 1 -4 i n t h e B M P De s i g n M a n u a l . • Fl o w C o e f f i c i e n t – Th e f l o w c o e f f i c i e n t ( C ) f o r e a c h o f t h e l o w f l o w o r i f i c e s b e i n g p r o p o s e d in t h e b i o f i l t r a t i o n L I D B M P s h a v e b e e n c a l c u l a t e d u s i n g t h e e q u a t i o n i n a p p e n d i x G , se c t i o n G . 1 . 5 . 3 . 4 o f t h e B M P D e s i g n M a n u a l . D e t a i l e d c a l c u l a t i o n s a r e i n c l u d e d i n t h i s se c t i o n . • Ma n n i n g ’ s n f o r P e r v i o u s S u r f a c e s – Th e N- Pe r v v a l u e f o r t h e p r e -pr o j e c t a n d p o s t -pr o j e c t co n d i t i o n i s t a k e n f r o m T o r y R . W a l k e r E n g i n e e r i n g ’ s “ I m p r o v i n g A c c u r a c y i n C o n t i n u o u s Hy d r o l o g i c M o d e l i n g : G u i d a n c e f o r S e l e c t i n g P e r v i o u s O v e r l a n d F l o w M a n n i n g ’ s n V a l u e s in t h e S a n D i e g o R e g i o n ” , w h i c h i s p r o v i d e d i n t h i s s e c t i o n f o r r e f e r e n c e . A p r e -pr o j e c t va l u e o f 0 . 0 8 , f o r s h r u b s a n d b u s h e s , i s s e l e c t e d t o r e p r e s e n t t h e p r e -de v e l o p m e n t co n d i t i o n o f n a t i v e s c r u b b r u s h . A p o s t -pr o j e c t v a l u e o f 0 . 0 4 , f o r a v e r a g e g r as s , i s s e l e c t e d to r e p r e s e n t t h e po s t -pr o j e c t co n d i t i o n o f gr a s s , p a r t i c u l a r l y i n t h e p l a y g r o u n d a r e a s , w h i c h do m i n a t e s t h e l a n d s c a p i n g i n t h e p o s t -pr o j e c t c o n d i t i o n . 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 1 Ill - POC-1 ., : OCEANSIDE ~ : ' ' : : OMA 2 !ill - [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_1 OCEANSIDE POC-1 6.34 0 2046 2.8 0 DMA_2 OCEANSIDE POC-1 3.29 0 598 1.67 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- DMA_1 0.012 0.08 0.05 0.10 25 OUTLET DMA_2 0.012 0.08 0.05 0.10 25 OUTLET [INFILTRATION] ;;Subcatchment Param1 Param2 Param3 Param4 Param5 ;;-------------- ---------- ---------- ---------- ---------- ---------- DMA_1 6 0.075 0.31 DMA_2 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 "S:\Projects2\717 (Ruhnau Clarke)\02 - Aviara Oaks Elementary\03 Analysis\04 WQ\HMP\Archive\Permitted Design 2024 01\SWMM\3rd Submittal SWMM Files 2023 10 26\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_1 289.966 6957.850 DMA_2 4217.106 6971.678 [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 ...... 541.888 675.250 Evaporation Loss ......... 7.330 9.134 Infiltration Loss ........ 488.698 608.969 Surface Runoff ........... 50.239 62.604 Final Storage ............ 0.000 0.000 Continuity Error (%) ..... -0.808 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 50.239 16.371 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 50.239 16.371 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.000 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------------ DMA_1 675.25 0.00 9.07 607.60 0.00 64.28 64.28 11.07 7.15 0.095 DMA_2 675.25 0.00 9.26 611.61 0.00 59.38 59.38 5.30 3.69 0.088 Analysis begun on: Thu Feb 29 15:27:48 2024 Analysis ended on: Thu Feb 29 15:28:04 2024 Total elapsed time: 00:00:16 POST-PROJECT CONDITION, POC-1 SWMM MODEL OMA 1 ~ - ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' )3MP-1 ff;! Surf 1 ml - POC-1 ,y OCEANSIDE 121 2 ,Ji. OMA 2 ~ - BMP-2 ijl Surf 2 ' - [TITLE] ;;AVIARA OAKS ELEMENTARY – POST-PROJECT 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 ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- BMP-1 OCEANSIDE Surf_1 0.142332415 0 110 0 0 BMP-2 OCEANSIDE Surf_2 0.0482 0 10 0 0 DMA_1 OCEANSIDE BMP-1 6.1988 75.34 2046 2.8 0 DMA_2 OCEANSIDE BMP-2 3.248 28.94 598 1.67 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_1 0.012 0.04 0.05 0.10 25 OUTLET DMA_2 0.012 0.04 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_1 6 0.075 0.31 DMA_2 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 0.3356 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 0.1586 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 6200.00 0 0 100 0 * POC-1 0 BMP-2 BMP-2 1 2099.59 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 0.005 BMP_1 0.125 0.008 BMP_1 0.167 0.010 BMP_1 0.208 0.011 BMP_1 0.250 0.012 BMP_1 0.292 0.014 BMP_1 0.333 0.015 BMP_1 0.375 0.016 BMP_1 0.417 0.017 BMP_1 0.458 0.101 BMP_1 0.500 0.256 BMP_1 0.542 0.458 BMP_1 0.583 0.699 BMP_1 0.625 0.974 BMP_1 0.667 1.280 BMP_1 0.708 1.615 BMP_1 0.750 1.977 BMP_1 0.792 2.365 BMP_1 0.833 2.778 BMP_1 0.875 3.215 BMP_1 0.917 3.675 BMP_1 0.958 4.159 BMP_1 1.000 4.664 BMP_1 1.042 5.192 BMP_1 1.083 5.740 BMP_1 1.125 6.310 BMP_1 1.167 6.901 BMP_1 1.208 7.512 BMP_1 1.250 7.975 BMP_1 1.292 8.329 BMP_1 1.333 8.668 BMP_1 1.375 8.995 BMP_1 1.417 9.310 BMP_1 1.458 9.614 BMP_1 1.500 9.910 ; BMP_2 Rating 0.000 0.000 BMP_2 0.042 0.002 BMP_2 0.083 0.006 BMP_2 0.125 0.011 BMP_2 0.167 0.014 BMP_2 0.208 0.017 BMP_2 0.250 0.019 BMP_2 0.292 0.021 BMP_2 0.333 0.022 BMP_2 0.375 0.024 BMP_2 0.417 0.026 BMP_2 0.458 0.027 BMP_2 0.500 0.028 BMP_2 0.542 0.113 BMP_2 0.583 0.269 BMP_2 0.625 0.472 BMP_2 0.667 0.714 BMP_2 0.708 0.991 BMP_2 0.750 1.299 BMP_2 0.792 1.636 BMP_2 0.833 2.002 BMP_2 0.875 2.394 BMP_2 0.917 2.812 BMP_2 0.958 3.254 BMP_2 1.000 3.721 BMP_2 1.042 4.211 BMP_2 1.083 4.725 BMP_2 1.125 5.261 BMP_2 1.167 5.819 BMP_2 1.208 6.400 BMP_2 1.250 7.002 BMP_2 1.292 7.622 BMP_2 1.333 7.993 BMP_2 1.375 8.347 BMP_2 1.417 8.686 BMP_2 1.458 9.013 BMP_2 1.500 9.328 ; 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 2441 BMP-2 1.5 3553 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- OCEANSIDE FILE "S:\Projects2\717 (Ruhnau Clarke)\02 - Aviara Oaks Elementary\03 Analysis\04 WQ\HMP\Archive\Permitted Design 2024 01\SWMM\3rd Submittal SWMM Files 2023 10 26\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_1 289.966 6957.850 DMA_2 4217.106 6971.678 ;;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 ...... 0.033 0.042 Total Precipitation ...... 542.301 675.250 Evaporation Loss ......... 67.229 83.711 Infiltration Loss ........ 193.527 240.972 Surface Runoff ........... 51.321 63.903 LID Drainage ............. 236.608 294.614 Final Storage ............ 0.070 0.087 Continuity Error (%) ..... -1.184 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 287.929 93.826 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 286.568 93.382 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 1.288 0.420 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.026 ******************************** 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 19961.39 1137.44 0.00 0.00 0.00 19497.82 75.36 7.52 0.945 BMP-2 675.25 14513.06 1079.93 0.00 0.00 0.00 14107.41 18.46 3.79 0.929 DMA_1 675.25 0.00 77.96 148.62 440.50 17.84 458.34 77.15 7.35 0.679 DMA_2 675.25 0.00 33.72 431.35 169.32 46.05 215.37 18.99 3.73 0.319 *********************** 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 20636.64 1137.48 0.00 2959.63 16538.90 2.10 3.24 -0.00 BMP-2 BMP-2 15188.31 1079.97 0.00 4037.91 10070.03 2.10 2.82 -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 0.01 1.18 1.18 18857 12:10 1.18 Surf_2 STORAGE 0.00 1.00 1.00 18857 12:03 1.00 ******************* 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 0.36 11.21 18857 12:08 77.1 93.4 0.000 Surf_1 STORAGE 7.20 7.20 18857 11:46 11.4 11.4 0.125 Surf_2 STORAGE 3.74 3.74 18857 12:01 5.28 5.28 0.186 ********************* 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 0.039 0.2 3.2 0.0 9.151 35.7 18857 12:10 7.12 Surf_2 0.005 0.1 1.0 0.0 2.816 62.6 18857 12:03 3.74 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- POC-1 6.70 0.10 11.21 93.375 ----------------------------------------------------------- System 6.70 0.10 11.21 93.375 ******************** 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 7.12 18857 12:10 2 DUMMY 3.74 18857 12:03 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Fri Mar 8 10:56:58 2024 Analysis ended on: Fri Mar 8 10:57:27 2024 Total elapsed time: 00:00:29 0. 0 0 0 1. 0 0 0 2. 0 0 0 3. 0 0 0 4. 0 0 0 5. 0 0 0 6. 0 0 0 7. 0 0 0 8. 0 0 0 9. 0 0 0 1. 0 E - 0 6 1. 0 E - 0 5 1. 0 E - 0 4 1. 0 E - 0 3 1. 0 E - 0 2 Flow (cfs) % T i m e E x c e e d i n g Fl o w D u r a t i o n C u r v e [P r e v s . P o s t ( M i t i g a t e d ) ] (P O C 1 ) Pr e - p r o j e c t Q Po s t - p r o j e c t Q ( M i t i g a t e d ) T I t~J .......JI '_J ~ r :_.§J 1ml r t- ,J-......nlU -~ ..A er--_ft.T"" -"' .._.. p/ §I" _/ ~ Ii"'" -_J =-j ; ~ - -.... + + --mo --""· - - - - - -- SWMM Analysis for: AVIARA OAKS ELEMENTARY Flow Duration Summary at POC1 Low-flow Threshold:10% 0.1xQ2 (Pre):0.474 cfs Q10 (Pre):7.781 cfs Ordinate #:100 Incremental Q (Pre):0.07307 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 0.474 379 7.62E-04 414 8.32E-04 109% Pass 1 0.547 359 7.22E-04 350 7.04E-04 97% Pass 2 0.620 336 6.76E-04 288 5.79E-04 86% Pass 3 0.693 317 6.37E-04 250 5.03E-04 79% Pass 4 0.767 296 5.95E-04 217 4.36E-04 73% Pass 5 0.840 280 5.63E-04 199 4.00E-04 71% Pass 6 0.913 263 5.29E-04 183 3.68E-04 70% Pass 7 0.986 250 5.03E-04 164 3.30E-04 66% Pass 8 1.059 227 4.56E-04 143 2.88E-04 63% Pass 9 1.132 216 4.34E-04 134 2.69E-04 62% Pass 10 1.205 197 3.96E-04 128 2.57E-04 65% Pass 11 1.278 188 3.78E-04 123 2.47E-04 65% Pass 12 1.351 180 3.62E-04 115 2.31E-04 64% Pass 13 1.424 169 3.40E-04 109 2.19E-04 64% Pass 14 1.497 160 3.22E-04 100 2.01E-04 63% Pass 15 1.570 154 3.10E-04 97 1.95E-04 63% Pass 16 1.643 148 2.98E-04 88 1.77E-04 59% Pass 17 1.716 144 2.90E-04 80 1.61E-04 56% Pass 18 1.790 136 2.73E-04 72 1.45E-04 53% Pass 19 1.863 131 2.63E-04 69 1.39E-04 53% Pass 20 1.936 119 2.39E-04 68 1.37E-04 57% Pass 21 2.009 110 2.21E-04 62 1.25E-04 56% Pass 22 2.082 107 2.15E-04 57 1.15E-04 53% Pass 23 2.155 105 2.11E-04 54 1.09E-04 51% Pass 24 2.228 103 2.07E-04 49 9.85E-05 48% Pass 25 2.301 95 1.91E-04 47 9.45E-05 49% Pass 26 2.374 89 1.79E-04 43 8.65E-05 48% Pass 27 2.447 85 1.71E-04 43 8.65E-05 51% Pass 28 2.520 81 1.63E-04 42 8.44E-05 52% Pass 29 2.593 79 1.59E-04 41 8.24E-05 52% Pass 30 2.666 76 1.53E-04 39 7.84E-05 51% Pass 31 2.739 69 1.39E-04 36 7.24E-05 52% Pass 32 2.813 65 1.31E-04 35 7.04E-05 54% Pass 33 2.886 62 1.25E-04 35 7.04E-05 56% Pass 34 2.959 61 1.23E-04 34 6.84E-05 56% Pass 35 3.032 56 1.13E-04 33 6.63E-05 59% Pass 36 3.105 53 1.07E-04 33 6.63E-05 62% Pass 37 3.178 52 1.05E-04 31 6.23E-05 60% Pass 38 3.251 47 9.45E-05 27 5.43E-05 57% Pass 39 3.324 47 9.45E-05 26 5.23E-05 55% Pass 40 3.397 46 9.25E-05 26 5.23E-05 57% Pass 41 3.470 45 9.05E-05 25 5.03E-05 56% Pass 42 3.543 43 8.65E-05 25 5.03E-05 58% Pass 43 3.616 42 8.44E-05 24 4.83E-05 57% Pass 44 3.689 40 8.04E-05 24 4.83E-05 60% Pass 45 3.762 40 8.04E-05 22 4.42E-05 55% Pass 46 3.836 38 7.64E-05 21 4.22E-05 55% Pass 47 3.909 36 7.24E-05 21 4.22E-05 58% Pass 48 3.982 36 7.24E-05 21 4.22E-05 58% Pass 49 4.055 36 7.24E-05 21 4.22E-05 58% Pass 50 4.128 34 6.84E-05 21 4.22E-05 62% Pass 51 4.201 34 6.84E-05 20 4.02E-05 59% Pass 52 4.274 34 6.84E-05 19 3.82E-05 56% Pass 53 4.347 33 6.63E-05 17 3.42E-05 52% Pass 54 4.420 33 6.63E-05 16 3.22E-05 48% 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 4.493 32 6.43E-05 16 3.22E-05 50%Pass 56 4.566 32 6.43E-05 15 3.02E-05 47% Pass 57 4.639 28 5.63E-05 15 3.02E-05 54% Pass 58 4.712 28 5.63E-05 15 3.02E-05 54% Pass 59 4.786 27 5.43E-05 15 3.02E-05 56% Pass 60 4.859 25 5.03E-05 15 3.02E-05 60% Pass 61 4.932 23 4.62E-05 14 2.81E-05 61% Pass 62 5.005 22 4.42E-05 14 2.81E-05 64% Pass 63 5.078 22 4.42E-05 13 2.61E-05 59% Pass 64 5.151 22 4.42E-05 12 2.41E-05 55% Pass 65 5.224 22 4.42E-05 11 2.21E-05 50% Pass 66 5.297 22 4.42E-05 10 2.01E-05 45% Pass 67 5.370 20 4.02E-05 10 2.01E-05 50% Pass 68 5.443 18 3.62E-05 10 2.01E-05 56% Pass 69 5.516 15 3.02E-05 10 2.01E-05 67% Pass 70 5.589 15 3.02E-05 10 2.01E-05 67% Pass 71 5.662 14 2.81E-05 10 2.01E-05 71% Pass 72 5.735 14 2.81E-05 10 2.01E-05 71% Pass 73 5.809 12 2.41E-05 10 2.01E-05 83% Pass 74 5.882 11 2.21E-05 10 2.01E-05 91% Pass 75 5.955 10 2.01E-05 9 1.81E-05 90% Pass 76 6.028 10 2.01E-05 8 1.61E-05 80% Pass 77 6.101 10 2.01E-05 8 1.61E-05 80% Pass 78 6.174 10 2.01E-05 8 1.61E-05 80% Pass 79 6.247 9 1.81E-05 7 1.41E-05 78% Pass 80 6.320 9 1.81E-05 6 1.21E-05 67% Pass 81 6.393 8 1.61E-05 6 1.21E-05 75% Pass 82 6.466 8 1.61E-05 6 1.21E-05 75% Pass 83 6.539 6 1.21E-05 6 1.21E-05 100% Pass 84 6.612 6 1.21E-05 5 1.01E-05 83% Pass 85 6.685 6 1.21E-05 5 1.01E-05 83% Pass 86 6.758 6 1.21E-05 5 1.01E-05 83% Pass 87 6.832 6 1.21E-05 5 1.01E-05 83% Pass 88 6.905 6 1.21E-05 5 1.01E-05 83% Pass 89 6.978 6 1.21E-05 5 1.01E-05 83% Pass 90 7.051 6 1.21E-05 5 1.01E-05 83% Pass 91 7.124 6 1.21E-05 4 8.04E-06 67% Pass 92 7.197 5 1.01E-05 4 8.04E-06 80% Pass 93 7.270 5 1.01E-05 4 8.04E-06 80% Pass 94 7.343 5 1.01E-05 4 8.04E-06 80% Pass 95 7.416 5 1.01E-05 4 8.04E-06 80% Pass 96 7.489 5 1.01E-05 4 8.04E-06 80% Pass 97 7.562 5 1.01E-05 4 8.04E-06 80% Pass 98 7.635 5 1.01E-05 4 8.04E-06 80% Pass 99 7.708 5 1.01E-05 4 8.04E-06 80% Pass 100 7.781 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 0.474 0.305 2-year 4.742 3.053 5-year 6.378 5.265 10-year 7.781 6.142 Post-Processing Spreadsheet TRWE Project No. 717-02 Stage-Discharge for BMP-1 (Overflow Catch Basin) Diameter: 1.000 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:0.42 ft Length:0.00 ftInvert 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:1.17 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 Q control 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 0.500 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 1.000 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 0.125 1.500 N/A 0.625 0.008 0.009 0.008 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.008 0.167 2.000 N/A 0.625 0.010 0.013 0.010 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.010 0.208 2.500 N/A 0.625 0.011 0.014 0.011 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.011 0.250 3.000 N/A 0.625 0.012 0.014 0.012 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.012 0.292 3.500 N/A 0.625 0.014 0.016 0.014 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.014 0.333 4.000 N/A 0.625 0.015 0.024 0.015 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.015 0.375 4.500 N/A 0.625 0.016 0.046 0.016 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.016 0.417 5.000 N/A 0.625 0.017 0.095 0.017 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.017 0.458 5.500 N/A 0.622 0.018 0.176 0.018 N/A N/A N/A N/A N/A 0.084 N/A N/A 0.101 0.500 6.000 N/A 0.622 0.018 0.184 0.018 N/A N/A N/A N/A N/A 0.238 N/A N/A 0.256 0.542 6.500 N/A 0.622 0.019 0.192 0.019 N/A N/A N/A N/A N/A 0.439 N/A N/A 0.458 0.583 7.000 N/A 0.619 0.020 0.199 0.020 N/A N/A N/A N/A N/A 0.679 N/A N/A 0.699 0.625 7.500 N/A 0.619 0.021 0.207 0.021 N/A N/A N/A N/A N/A 0.953 N/A N/A 0.974 0.667 8.000 N/A 0.616 0.021 0.213 0.021 N/A N/A N/A N/A N/A 1.258 N/A N/A 1.280 0.708 8.500 N/A 0.616 0.022 0.220 0.022 N/A N/A N/A N/A N/A 1.593 N/A N/A 1.615 0.750 9.000 N/A 0.614 0.023 0.226 0.023 N/A N/A N/A N/A N/A 1.954 N/A N/A 1.977 0.792 9.500 N/A 0.614 0.023 0.233 0.023 N/A N/A N/A N/A N/A 2.341 N/A N/A 2.365 0.833 10.000 N/A 0.614 0.024 0.239 0.024 N/A N/A N/A N/A N/A 2.754 N/A N/A 2.778 0.875 10.500 N/A 0.613 0.024 0.245 0.024 N/A N/A N/A N/A N/A 3.190 N/A N/A 3.215 0.917 11.000 N/A 0.613 0.025 0.251 0.025 N/A N/A N/A N/A N/A 3.650 N/A N/A 3.675 0.958 11.500 N/A 0.611 0.026 0.256 0.026 N/A N/A N/A N/A N/A 4.133 N/A N/A 4.159 1.000 12.000 N/A 0.611 0.026 0.262 0.026 N/A N/A N/A N/A N/A 4.638 N/A N/A 4.664 1.042 12.500 N/A 0.611 0.027 0.268 0.027 N/A N/A N/A N/A N/A 5.165 N/A N/A 5.192 1.083 13.000 N/A 0.610 0.027 0.273 0.027 N/A N/A N/A N/A N/A 5.713 N/A N/A 5.740 1.125 13.500 N/A 0.610 0.028 0.278 0.028 N/A N/A N/A N/A N/A 6.283 N/A N/A 6.310 1.167 14.000 N/A 0.609 0.028 0.283 0.028 N/A N/A N/A N/A N/A 6.873 N/A N/A 6.901 1.208 14.500 N/A 0.609 0.029 0.288 0.029 N/A N/A N/A N/A N/A 7.484 N/A N/A 7.512 QTOTAL(cfs) Height: Absolute Invert Elevation of Lowest Discharge Opening *Head taken as total depth above the invert of the lowest discharge opening. h* (ft) Q LOWEST 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: 1.000 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:0.42 ft Length:0.00 ftInvert 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:1.17 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 Q control QTOTAL(cfs) Height: Absolute Invert Elevation of Lowest Discharge Opening *Head taken as total depth above the invert of the lowest discharge opening. h* (ft) Q LOWEST 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) 1.250 15.000 N/A 0.608 0.029 0.293 0.029 N/A N/A N/A N/A N/A 7.946 N/A N/A 7.975 1.292 15.500 N/A 0.608 0.030 0.298 0.030 N/A N/A N/A N/A N/A 8.299 N/A N/A 8.329 1.333 16.000 N/A 0.608 0.030 0.303 0.030 N/A N/A N/A N/A N/A 8.638 N/A N/A 8.668 1.375 16.500 N/A 0.608 0.031 0.307 0.031 N/A N/A N/A N/A N/A 8.964 N/A N/A 8.995 1.417 17.000 N/A 0.608 0.031 0.312 0.031 N/A N/A N/A N/A N/A 9.279 N/A N/A 9.310 1.458 17.500 N/A 0.607 0.032 0.316 0.032 N/A N/A N/A N/A N/A 9.583 N/A N/A 9.614 1.500 18.000 N/A 0.607 0.032 0.321 0.032 N/A N/A N/A N/A N/A 9.878 N/A N/A 9.910 Stage-Discharge for BMP-2 (Overflow Catch Basin) Diameter: 1.250 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:0.50 ft 0.000 ft Hw:0.50 ft Diameter: 0.000 inches Quantity: 1 Invert Elevation: 0.00 ft Quantity:0 Invert Elevation:0.50 ft Length:0.00 ftInvert 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:1.00 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 Q control 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 0.400 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 0.800 N/A N/A N/A 0.006 0.006 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.006 0.125 1.200 N/A 0.620 0.011 0.012 0.011 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.011 0.167 1.600 N/A 0.620 0.014 0.018 0.014 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.014 0.208 2.000 N/A 0.620 0.017 0.022 0.017 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.017 0.250 2.400 N/A 0.620 0.019 0.024 0.019 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.019 0.292 2.800 N/A 0.620 0.021 0.025 0.021 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.021 0.333 3.200 N/A 0.620 0.022 0.025 0.022 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.022 0.375 3.600 N/A 0.620 0.024 0.029 0.024 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.024 0.417 4.000 N/A 0.620 0.026 0.041 0.026 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.026 0.458 4.400 N/A 0.617 0.027 0.070 0.027 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.027 0.500 4.800 N/A 0.617 0.028 0.125 0.028 N/A N/A N/A N/A N/A 0.000 N/A N/A 0.028 0.542 5.200 N/A 0.617 0.030 0.220 0.030 N/A N/A N/A N/A N/A 0.084 N/A N/A 0.113 0.583 5.600 N/A 0.614 0.031 0.306 0.031 N/A N/A N/A N/A N/A 0.238 N/A N/A 0.269 0.625 6.000 N/A 0.614 0.032 0.318 0.032 N/A N/A N/A N/A N/A 0.440 N/A N/A 0.472 0.667 6.400 N/A 0.612 0.033 0.328 0.033 N/A N/A N/A N/A N/A 0.681 N/A N/A 0.714 0.708 6.800 N/A 0.612 0.034 0.339 0.034 N/A N/A N/A N/A N/A 0.957 N/A N/A 0.991 0.750 7.200 N/A 0.612 0.035 0.350 0.035 N/A N/A N/A N/A N/A 1.264 N/A N/A 1.299 0.792 7.600 N/A 0.610 0.036 0.359 0.036 N/A N/A N/A N/A N/A 1.600 N/A N/A 1.636 0.833 8.000 N/A 0.610 0.037 0.369 0.037 N/A N/A N/A N/A N/A 1.965 N/A N/A 2.002 0.875 8.400 N/A 0.609 0.038 0.378 0.038 N/A N/A N/A N/A N/A 2.356 N/A N/A 2.394 0.917 8.800 N/A 0.609 0.039 0.387 0.039 N/A N/A N/A N/A N/A 2.773 N/A N/A 2.812 0.958 9.200 N/A 0.608 0.040 0.396 0.040 N/A N/A N/A N/A N/A 3.215 N/A N/A 3.254 1.000 9.600 N/A 0.608 0.041 0.405 0.041 N/A N/A N/A N/A N/A 3.680 N/A N/A 3.721 1.042 10.000 N/A 0.608 0.041 0.414 0.041 N/A N/A N/A N/A N/A 4.170 N/A N/A 4.211 1.083 10.400 N/A 0.608 0.042 0.422 0.042 N/A N/A N/A N/A N/A 4.683 N/A N/A 4.725 1.125 10.800 N/A 0.608 0.043 0.430 0.043 N/A N/A N/A N/A N/A 5.218 N/A N/A 5.261 1.167 11.200 N/A 0.607 0.044 0.438 0.044 N/A N/A N/A N/A N/A 5.775 N/A N/A 5.819 1.208 11.600 N/A 0.607 0.045 0.446 0.045 N/A N/A N/A N/A N/A 6.355 N/A N/A 6.400 QTOTAL(cfs) Height: Absolute Invert Elevation of Lowest Discharge Opening *Head taken as total depth above the invert of the lowest discharge opening. h* (ft) Q LOWEST 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: 1.250 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:0.50 ft 0.000 ft Hw:0.50 ft Diameter: 0.000 inches Quantity: 1 Invert Elevation: 0.00 ft Quantity:0 Invert Elevation:0.50 ft Length:0.00 ftInvert 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:1.00 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 Q control QTOTAL(cfs) Height: Absolute Invert Elevation of Lowest Discharge Opening *Head taken as total depth above the invert of the lowest discharge opening. h* (ft) Q LOWEST 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) 1.250 12.000 N/A 0.607 0.045 0.454 0.045 N/A N/A N/A N/A N/A 6.956 N/A N/A 7.002 1.292 12.400 N/A 0.606 0.046 0.461 0.046 N/A N/A N/A N/A N/A 7.576 N/A N/A 7.622 1.333 12.800 N/A 0.606 0.047 0.469 0.047 N/A N/A N/A N/A N/A 7.946 N/A N/A 7.993 1.375 13.200 N/A 0.605 0.048 0.476 0.048 N/A N/A N/A N/A N/A 8.299 N/A N/A 8.347 1.417 13.600 N/A 0.605 0.048 0.483 0.048 N/A N/A N/A N/A N/A 8.638 N/A N/A 8.686 1.458 14.000 N/A 0.605 0.049 0.490 0.049 N/A N/A N/A N/A N/A 8.964 N/A N/A 9.013 1.500 14.400 N/A 0.605 0.050 0.498 0.050 N/A N/A N/A N/A N/A 9.279 N/A N/A 9.328 BMP_1 FLOW COEFFICIENT ABMP 6200.0 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 0.3356 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 2100.0 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 0.1586 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 ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City’s standard Single Sheet BMP Plan.] (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) (15 4 ) (155) (153) (154) (155) (160) (156) (150)(150) (165) (170) (175) (180) (140) (145) N 55°56' 0 0 " W 416.30' 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 40.00 10.00 40.00 10.00 35.00 15.00 (1 7 5 ) (1 7 0 ) (165) (1 8 0 ) (1 6 5 ) (1 7 0 ) (1 6 5 ) (1 7 5 ) (1 8 0 ) (1 8 5 ) (1 8 5 )(142)(141)(140)(139)(138) (143)(144)(145) SD SD SD SD S D S D SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSDSDSD SD SD SD SD SD SD S D SD SD SD SD SD SD SD SD SD G S D SDSDSD 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 PH PHPH PH PH VAN VAN VAN (E) BUILDING 300 CLASSROOM (E) BUILDING 700 CLASSROOM (E) BLDG 400 CLASSROOM (E) BUILDING 500 CLASSROOM (E) BUILDING 600 CLASSROOM NEW BUILDING 800 CLASSROOM 3 3 3 3 3 3 3 3 3 3 33 3 3 3 3 3 3 333 3 3 3 3 3 3 4 4 4 4 4 4 4 1 4 4 4 4 2 5 5 4 4 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 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT. 6. SEE PROJECT SWQMP FOR ADDITIONAL INFORMATION. SIGNATURE 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. 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 AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION GR 2023-0022 GRADING PLANS FOR: APPROVED:JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXP.9/30/24 DATE DRAWING NO.PROJECT NO.RVWD BY: CHKD BY:PD2023-0013 543-4A SHEET SHEETS ROOF DRAIN TO LANDSCAPING BIORETENTION AREA 3 1 BMP TYPEBMP ID #SYMBOL CASQA NO.DRAWING NO.SHEET NO.(S)MAINTENANCE FREQUENCY BMP TABLE SD-11 TC-32 INSPECTION FREQUENCYQUANTITY LOW IMPACT DESIGN (L.I.D.) SOURCE CONTROL 2 HYDROMODIFICATION & TREATMENT CONTROL 48 EA.543-4A 4-17 ANNUALLY ANNUALLY 8,300 SF.543-4A 12, 13, 16, 17, 21 SEMI-ANNUALLY STENCILS/4 SD-13DRAINS TO OCEANNO DUMPING ** QUARTERLY & BLDG PLANS 13 EA.543-4A 4-17 ANNUALLY ANNUALLYSIGNAGE 5 SD-13FACILITY PERMANENT WATER 2 EA.543-4A ANNUALLY ANNUALLYSIGNAGEQUALITY TREATMENT 12, 13, 16, 17, 20