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Home My WebLink AboutCT 2024-0001; TYLER STREET HOMES; PRIORITY DEVELOPMENT PROJECT STORM WATER QUALITY MANAGEMENT PLAN; 2025-03-01 CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) CT 2024-0001 / SDP 2024-0008 FOR TYLER STREET HOMES 3215/3225 TYLER STREET DRAWING No. 549-9A & 549-9 GR No. 2024-0023 IMP No. 2024-0010 ENGINEER OF WORK: _____________________________________________ BRYAN A. KNAPP, PE #86542 PREPARED FOR: KMJ REAL ESTATE 2888 LOKER AVENUE EAST, SUITE 220 CARLSBAD, CA 92010 PH: (949) 678-4927 PREPARED BY: PASCO, LARET, SUITER & ASSOCIATES 1911 SAN DIEGO AVENUE, SUITE 100 SAN DIEGO, CA 92110 PH: (858) 259-8212 DATE: JANUARY 2025 REVISED: MARCH 2025 E-35 REV 08/22 STORM WATER QUALITY C•h, f MANAGEMENT PLAN l_L, 0 1 (SWQMP) TEMPLA'TIE Carlsbad E-35 (FOR PDP PROJECTS ONLY) ~ ~ D,evefopment Services Land Development Enejneering 1635 Faraday Avenue 442-33 9-27 50 W VA'V .ca rlls ha dca .gov 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: TYLER STREET HOMES Project ID: CT 2024-0001 / SDP 2024-0008 I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs for this project, and that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with the requirements of the BMP Design Manual, which is based on the requirements of SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current Order. I have read and understand that the City Engineer has adopted minimum requirements for managing urban runoff, including storm water, from land development activities, as described in the BMP Design Manual. I certify that this SWQMP has been completed to the best of my ability and accurately reflects the project being proposed and the applicable source control and site design BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the plan check review of this SWQMP by the City Engineer is confined to a review and does not relieve me, as the Engineer in Responsible Charge of design of storm water BMPs for this project, of my responsibilities for project design. Engineer of Work's Signature, PE Number & Expiration Date Bryan A. Knapp Print Name Pasco, Laret, Suiter & Associates Company _________________________ Date 3/12/2025 PE #86542 3/31/2027 No. 86542 p. 03/31/ PROJECT VICINITY MAP VICINITY MAP 1- SCALE:NTS N I Page 1 of 4 REV 04/23 E-34 To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to ‘STANDARD PROJECT’ requirements, “PRIORITY DEVELOPMENT PROJECT (PDP) requirements or not considered a development project. This questionnaire will also determine if the project is subject to TRASH CAPTURE REQUIREMENTS. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: APN: ADDRESS: The project is (check one): New Development Redevelopment The total proposed disturbed area is: ft2 ( ) acres The total proposed newly created and/or replaced impervious area is: ft2 ( ) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SWQMP #: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. This Box for City Use Only City Concurrence: YES NO Date: Project ID: By: Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750www.carlsbadca.gov STORM WATER STANDARDS QUESTIONNAIRE E-34 INSTRUCTIONS: C cityof Carlsbad □ □ □ □ E-34 Page 2 of 4 REV 04/23 STEP 1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a “development project”, please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered “yes” to the above question, provide justification below then go to Step 6, mark the box stating “my project is not a ‘development project’ and not subject to the requirements of the BMP manual” and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered “no” to the above question, the project is a ‘development project’, go to Step 2. STEP 2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1.Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria:a)Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; ORb)Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c)Designed and constructed with permeable pavements or surfaces in accordance with USEPAGreen Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed inaccordance with the USEPA Green Streets guidance? 3.Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? If you answered “yes” to one or more of the above questions, provide discussion/justification below, then go to Step 6, mark the second box stating “my project is EXEMPT from PDP …” and complete applicant information. Discussion to justify exemption (e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered “no” to the above questions, your project is not exempt from PDP, go to Step 3. □ □ □ □ □ □ □ □ E-34 Page 3 of 4 REV 04/23 * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of SpecialBiological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodiesdesignated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat ManagementPlan; and any other equivalent environmentally sensitive areas which have been identified by the City. STEP 3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfacescollectively over the entire project site? This includes commercial, industrial, residential, mixed-use,and public development projects on public or private land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more ofimpervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more ofimpervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillsidedevelopment project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more ofimpervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or moreof impervious street, road, highway, freeway or driveway surface collectively over the entire projectsite? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more ofimpervious surface collectively over the entire site, and discharges directly to an EnvironmentallySensitive Area (ESA)? “Discharging Directly to” includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).* 8.Is your project a new development or redevelopment project that creates and/or replaces 5,000 squarefeet or more of impervious surface that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC)codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 squarefeet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includesRGO’s that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of landand are expected to generate pollutants post construction? 11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC21.203.040) If you answered “yes” to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, complete the trash capture question. If you answered “no” to all of the above questions, your project is a ‘STANDARD PROJECT’. Go to step 5, complete the trash capture question. □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-34 Page 4 of 4 REV 04/23 STEP 4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = sq. ft. Total proposed newly created or replaced impervious area (B) = sq. ft. Percent impervious area created or replaced (B/A)*100 = % If you answered “yes”, the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, complete the trash capture question. If you answered “no,” the structural BMP’s required for PDP apply to the entire development. Go to step 5, complete the trash capture question. STEP 5 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS Complete the question below regarding your Project (SDRWQCB Order No. 2017-0077): YES NO Is the Project within any of the following Priority Land Use (PLU) categories? R-23 (15-23 du/ac), R-30 (23-30 du/ac), PI (Planned Industrial), CF (Community Facilities), GC (General Commercial), L (Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (VisitorCommercial), O (Office), VC/OS (Visitor Commercial/Open Space), PI/O (Planned Industrial/Office), or Public Transportation Station If you answered “yes”, the ‘PROJECT’ is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the first box stating, “My project is subject to TRASH CAPTURE REQUIREMENTS …” and the second or third box as determined in step 3. If you answered “no”, Go to step 6, check the second or third box as determined in step 3. STEP 6 CHECK THE APPROPRIATE BOX(ES) AND COMPLETE APPLICANT INFORMATION My project is subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP). My project is a ‘STANDARD PROJECT’ OR EXEMPT from PDP and must only comply with ‘STANDARD PROJECT’ stormwater requirements of the BMP Manual. As part of these requirements, I will submit a “Standard Project Requirement Checklist Form E-36” and incorporate low impact development strategies throughout my project. If my project is subject to TRASH CAPTURE REQUIREMENTS, I will submit a TRASH CAPTURE Storm Water Quality Management Plan (TCSWQMP) per E-35A. My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) per E-35 template for submittal at time of application. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if ‘STANDARD PROJECT’ stormwater requirements apply. My project is NOT a ‘development project’ and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Applicant Title: Applicant Signature: Date: □ □ □ □ □ □ □ □ ~A/6~ SITE INFORMATION CHECKLIST Project Summary Information Project Name Tyler Street Homes Project ID CT 2024-0001 / SDP 2024-0008 Project Address 3215-3225 Tyler Street, Carlsbad, CA 92008 Assessor's Parcel Number(s) (APN(s)) 204-010-09-00 Project Watershed (Hydrologic Unit) Carlsbad 904.31 (Agua Hedionda) Parcel Area 0.523 Acres (22,768 Square Feet) Existing Impervious Area (subset of Parcel Area) 0.262 Acres (11,400 Square Feet) Area to be disturbed by the project (Project Area) 0.537 Acres (23,396 Square Feet) Project Proposed Impervious Area (subset of Project Area) 0.363 Acres (15,809 Square Feet) Project Proposed Pervious Area (subset of Project Area) 0.174 Acres (7,588 Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This may be less than the Parcel Area. Description of Existing Site Condition and Drainage Patterns Current Status of the Site (select all that apply):  Existing development Previously graded but not built out Agricultural or other non-impervious use Vacant, undeveloped/natural Description / Additional Information: Refer to next page for description Existing Land Cover Includes (select all that apply):  Vegetative Cover  Non-Vegetated Pervious Areas  Impervious Areas Description / Additional Information: Refer to next page for description Underlying Soil belongs to Hydrologic Soil Group (select all that apply): NRCS Type A  NRCS Type B NRCS Type C NRCS Type D Approximate Depth to Groundwater (GW): GW Depth < 5 feet 5 feet < GW Depth < 10 feet 10 feet < GW Depth < 20 feet  GW Depth > 20 feet *Groundwater was not encountered in any exploratory excavations. It is not anticipated to have significant ground water problems to develop in the future per Section IX of the report “Report of Preliminary Geotechnical Investigation” for Tyler Street Homes prepared by Geotechnical Exploration, Inc. dated January 19, 2024. Existing Natural Hydrologic Features (select all that apply): Watercourses Seeps Springs Wetlands  None Description / Additional Information: Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from the site? At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: (1) Existing drainage conveyance can be categorized as natural. There is not any significant drainage infrastructure onsite to convey the storm water. The onsite storm water runoff sheet flows from east to west then leaves the site at the subject property’s southwestern property line. On the adjacent property to the southwest exists a private vehicle storage lot. The runoff continues to sheet flow west through the adjacent lot towards the Coastal Rail Trail in the AT&SF Railroad right-of-way. At the Coastal Rail Trail there are existing storm drain inlets that the runoff enters and is routed toward the outlet in the Agua Hedionda Lagoon via buried pipe network. (2) There are no existing onsite storm water conveyance systems. (3) No runoff from offsite is conveyed through the site. The entirety of the Tyler Street right-of- way is self-contained and enters a drain inlet on Oak Avenue. Adjacent properties are fully developed and assumed to be self-contained. Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: The project proposes to demolish all existing onsite structures and improvements, clear and grub the site, and construct 12 new multi-family for-sale condominium units along with other hardscape and landscape improvements typical of this type of development. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Proposed impervious features onsite include building / roof areas, concrete pads, a driveway, and a concrete ribbon gutter. Proposed impervious features onsite include 6-foot sidewalk on Tyler Street. List/describe proposed pervious features of the project (e.g., landscape areas): Proposed pervious features onsite include pervious pavers, landscaping and raised planter box BMPs. Does the project include grading and changes to site topography?  Yes No Description / Additional Information: The project proposes to precise grade the site changing the onsite topography. The onsite grading consists of raising the site to create 4 flat pads to accommodate the 12 condominium units with approximately 1,740 CY of fill resulting in 1,740 CY of import. Retaining walls are proposed along the northwestern and southeastern property lines. The drainage patterns after precise grading mimic pre-development patterns to slope from east to west. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)?  Yes No Description / Additional Information: Although the project proposes onsite grading, the drainage patterns after precise grading mimic pre-development patterns to slope from east to west. In the post-development condition, stormwater from DMAs 1-16 will be collected in multiple raised planter BMPs around the buildings. Drainage from the raised planters will converge in a subgrade drainage system and be routed to the flow-spreader system along the southwestern property line. The stormwater from DMAs 17-20 will flow to pervious paver areas to be retained and infiltrate into subgrade soils. Any overflow runoff that does not percolate through the pervious paver areas will be collected in catch basin inlets and routed to the flow spreader system along the southwestern property line. The runoff from the flow-spreader system will diffuse onto rip rap energy dissipators to manage storm water flows and leave the subject property across the southwestern property line. Runoff will continue to sheet flow through the adjacent western property as it does in the existing condition and drain to the Coastal Rail Trail in the AT&SF Railroad right-of-way to the west. Once in the AT&SF Railroad right-of-way, drainage flows to existing public storm drain inlets where it enters the buried pipe network. From here, drainage is routed south to the Agua Hedionda Lagoon prior to entering the Pacific Ocean. The offsite stormwater from DMA 22 will be collected in tree well BMP located on Tyler Street and infiltrate. Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply):  On-site storm drain inlets Interior floor drains and elevator shaft sump pumps Interior parking garages  Need for future indoor & structural pest control  Landscape/Outdoor Pesticide Use Pools, spas, ponds, decorative fountains, and other water features Food service Refuse areas Industrial processes Outdoor storage of equipment or materials Vehicle and Equipment Cleaning Vehicle/Equipment Repair and Maintenance Fuel Dispensing Areas Loading Docks Fire Sprinkler Test Water  Miscellaneous Drain or Wash Water Plazas, sidewalks, and parking lots Identification of Receiving Water Pollutants of Concern Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): Storm water drainage leaving the site eventually makes its way to the Agua Hedionda Lagoon through the buried public storm drain conveyance system prior to entering the Pacific Ocean. List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water bodies: 303(d) Impaired Water Body Pollutant(s)/Stressor(s) TMDLs Agua Hedionda Lagoon Indicator Bacteria Nutrients Sedimentation / Siltation Toxicity Pacific Ocean Shoreline Trash Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see Table B.6-1 below): Pollutant Not Applicable to the Project Site Anticipated from the Project Site Also a Receiving Water Pollutant of Concern Sediment X Nutrients X Heavy Metals Organic Compounds Trash & Debris X Oxygen Demanding Substances X Oil & Grease X Bacteria & Viruses X Pesticides X TABLE B.6-1. Anticipated and Potential Pollutants Generated by Land Use Type Priority Project Categories General Pollutant Categories Sediment Nutrients Heavy Metals Organic Compounds Trash & Debris Oxygen Demanding Substances Oil & Grease Bacteria & Viruses Pesticides Detached Residential Development X X X X X X X Attached Residential Development X X X P(1) P(2) P X Commercial Development >one acre P(1) P(1) X P(2) X P(5) X P(3) P(5) Heavy Industry X X X X X X Automotive Repair Shops X X(4)(5) X X Restaurants X X X X P(1) Hillside Development >5,000 ft2 X X X X X X Parking Lots P(1) P(1) X X P(1) X P(1) Retail Gasoline Outlets X X X X X Streets, Highways & Freeways X P(1) X X(4) X P(5) X X P(1) X = anticipated P = potential (1) A potential pollutant if landscaping exists onsite. (2) A potential pollutant if the project includes uncovered parking areas. (3) A potential pollutant if land use involves food or animal waste products. (4) Including petroleum hydrocarbons. (5) Including solvents. Trash Capture BMP Requirements The project must meet the following Trash Capture BMP Requirements (see Section 4.4 of the BMP Design Manual): 1) The trash capture BMP is sized for a one-year, one-hour storm event or equivalent storm drain system, and 2) the trash capture BMP captures trash equal or greater to 5mm. Description / Discussion of Trash Capture BMPs: Based on this project’s general land use V-B, this project is subject to the City of Carlsbad trash capture requirements. REM TRITON TDAM12(5)-PERF-FTC trash capture BMP will be used at inlet structures. 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): Per “Hydromodification Exemption analyses for the select Carlsbad Watersheds” dated June 10, 2013 by Chang Consultants the project site is considered HMP exempt. Critical Coarse Sediment Yield Areas* *This Section only required if hydromodification management requirements apply Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? Yes  No, no critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Appendix H of the manual been performed? H.6.1 Site-Specific GLU Analysis H.7 Downstream Systems Sensitivity to Coarse Sediment H.7.3 Coarse Sediment Source Area Verification No optional analyses performed, the project will avoid critical coarse sediment yield areas identified based on WMAA maps If optional analyses were performed, what is the final result? No critical coarse sediment yield areas to be protected based on verification of GLUs onsite. Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections H.2, H.3, and H.4 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion / Additional Information: Flow Control for Post-Project Runoff* *This Section only required if hydromodification management requirements apply List and describe point(s) of compliance (POCs) for flow control for hydromodification management (see Section 6.3.1). For each POC, provide a POC identification name or number correlating to the project's HMP Exhibit and a receiving channel identification name or number correlating to the project's HMP Exhibit. N/A, project is HMP Exempt Has a geomorphic assessment been performed for the receiving channel(s)?  No, the low flow threshold is 0.1Q2 (default low flow threshold) Yes, the result is the low flow threshold is 0.1Q2 Yes, the result is the low flow threshold is 0.3Q2 Yes, the result is the low flow threshold is 0.5Q2 If a geomorphic assessment has been performed, provide title, date, and preparer: N/A Discussion / Additional Information: (optional) Other Site Requirements and Constraints When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or City codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements. Constraints that influenced storm water management design included the size and scale of the proposed site plan; however, site grading was done to allow drainage to resemble existing drainage patterns. 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. E-36 Page 1 of 4 Revised 04/23 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Project Name: Project ID: DWG No. or Building Permit No.: Baseline BMPs for Existing and Proposed Site Features Complete the Table 1 - Site Design Requirement to document existing and proposed site features and the BMPs to be implemented for them. All BMPs must be implemented where applicable and feasible. Applicability is generally assumed if a feature exists or is proposed. BMPs must be implemented for site design features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 1 - Site Design Requirement A.Existing Natural Site Features (see Fact Sheet BL-1) 1.Check the boxes below for each existing feature on the site. 1.Select the BMPs to be implemented for each identified feature. Explain why any BMP not selected is infeasible in the area below. SD-G Conserve natural features SD-H Provide buffers around waterbodies Natural waterbodies Natural storage reservoirs & drainage corridors -- Natural areas, soils, & vegetation (incl. trees) -- B.BMPs for Common Impervious Outdoor Site Features (see Fact Sheet BL-2) 1.Check the boxes below for each proposed feature. 2. Select the BMPs to be implemented for each proposed feature. If neither BMP SD-B nor SD-I is selected for a feature, explain why both BMPs are infeasible in the area below. SD-B Direct runoff to pervious areas SD-I Construct surfaces from permeable materials Minimize size of impervious areas Streets and roads Check this box to confirm that all impervious areas on the site will be minimized where feasible. If this box is not checked, identify the surfaces that cannot be minimized in area below, and explain why it is Sidewalks & walkways Parking areas & lots Driveways Patios, decks, & courtyards Hardcourt recreation areas □ □ □ □ □ □ □ □ □ C cityof Carlsbad □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-36 Page 2 of 4 Revised 04/23 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. (see Fact Sheet BL-3) SD-B Direct runoff to pervious areas SD-C Install green roofs SD-E Install rain barrels D. BMPs for Landscaped Areas: Check this box if landscaping is proposed and select the BMP below SD-K Sustainable Landscaping If SD-K is not selected, explain why it is infeasible in the area below. (see Fact Sheet BL-4) Provide discussion/justification for site design BMPs that will not be implemented (either partially or fully): Baseline BMPs for Pollutant-generating Sources All development projects must complete Table 2 - Source Control Requirement to identify applicable requirements for documenting pollutant-generating sources/ features and source control BMPs. BMPs must be implemented for source control features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 2 - Source Control Requirement A.Management of Storm Water Discharges 1.Identify all proposed outdoor work areas below Check here if none are proposed 2. Which BMPs will be used to prevent materials from contacting rainfall or runoff? (See Fact Sheet BL-5) Select all feasible BMPs for each work area 3.Where will runoff from the work area be routed? (See Fact Sheet BL-6) Select one or more option for each work area SC-A Overhead covering SC-B Separation flows from adjacent areas SC-C Wind protection SC-D Sanitary sewer SC-E Containment system Other Trash & Refuse Storage Materials & Equipment Storage □ □ □ D □ □ □ D D □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-36 Page 3 of 4 Revised 04/23 Loading & Unloading Fueling Maintenance & Repair Vehicle & Equipment Cleaning Other: _________________ B.Management of Storm Water Discharges (see Fact Sheet BL-7) Select one option for each feature below: •Storm drain inlets and catch basins … are not proposed will be labeled with stenciling or signage to discourage dumping (SC-F) •Interior work surfaces, floor drains & sumps … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters •Drain lines (e.g. air conditioning, boiler, etc.) … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters •Fire sprinkler test water … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters Provide discussion/justification for source control BMPs that will not be implemented (either partially or fully): □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □ E-36 Page 4 of 4 Revised 04/23 Form Certification This E-36 Form is intended to comply with applicable requirements of the city’s BMP Design Manual. I certify that it has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the review of this form by City staff is confined to a review and does not relieve me as the person in charge of overseeing the selection and design of storm water BMPs for this project, of my responsibilities for project design. Preparer Signature: Date: Print preparer name: ~JI"~ ~-.J'_ I SUMMARY OF PDP STRUCTURAL BMPS PDP Structural BMPs All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s). PDP structural BMPs must be verified by the City at the completion of construction. This may include requiring the project owner or project owner's representative to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the BMP Design Manual). Use this form to provide narrative description of the general strategy for structural BMP implementation at the project site in the box below. Then complete the PDP structural BMP summary information sheet for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP). Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated together or separate. After development of the project site plan (including size of proposed structures) in accordance with City of Carlsbad General Plan and local zoning ordinance, the structural BMPs deemed most feasible for the site were biofiltration raised planters (BF-1), pervious pavers (INF-3 & SD- D), and a tree well (SD-A). These types of BMPs were chosen due to the geotechnical determinations of infiltration, infeasibility of capture and use criteria and general site conditions. The project proposes 16 biofiltration raised planters and pervious pavers to be located onsite and one tree well located in the Tyler Street right-of-way. Portions of runoff that lands on the roof will be routed to a raised planter BMPs through roof down spouts (DMAs 1-16). Runoff generated from DMAs 17-20 includes roof runoff routed to the pervious pavement through roof downspouts, and runoff that lands directly on the pervious pavers or landscaped areas around the site. Runoff from DMAs 17-20 will comply with pollutant control requirements by storing the full DCV generated by the DMA within the gravel storage layer in the proposed pervious pavers, where runoff can infiltrate into the ground. DMA 21 consists of landscaped areas that will drain directly offsite and is considered as a self-mitigating DMA. Offsite runoff along the frontage on Tyler Street, which includes proposed concrete sidewalk, will be routed to a tree well BMP for treatment and infiltrate. [Continued from previous page – This page is reserved for continuation of description of general strategy for structural BMP implementation at the site.] Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-1 (BF-1) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 48 SF biofiltration basin located on the western side of Unit 6 with a finish surface elevation of 48.2. The BMP will function as pollutant control and to control peak flow detention to qualify for conjunctive use. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structures included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-2 (BF-1) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 32 SF biofiltration basin located on the northeastern side of Unit 5 with a finished surface elevation of 48.2. The BMP will function as pollutant control and to control peak flow detention to qualify for conjunctive use. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structures included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-3 (BF-1) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 22 SF biofiltration basin located on the northeastern side of Unit 4 with a finished surface elevation of 48.4. The BMP will function as pollutant control and to control peak flow detention to qualify for conjunctive use. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structures included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-4 (BF-1) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 22 SF biofiltration basin located on the southeastern side of Unit 4 with a finished surface elevation of 48.2. The BMP will function as pollutant control and to control peak flow detention to qualify for conjunctive use. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structures included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-5 (BF-1) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 22 SF biofiltration basin located on the southwestern side of Unit 3 with a finished surface elevation of 48.4. The BMP will function as pollutant control and to control peak flow detention to qualify for conjunctive use. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structures included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-6 (BF-1) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 30 SF biofiltration basin located on the northwestern side of Unit 3 with a finished surface elevation of 48.4. The BMP will function as pollutant control and to control peak flow detention to qualify for conjunctive use. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structures included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-7 (BF-1) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 32 SF biofiltration basin located on the northern side of Unit 2 with a finished surface elevation of 48.9. The BMP will function as pollutant control and to control peak flow detention to qualify for conjunctive use. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structures included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-8 (BF-1) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 22 SF biofiltration basin located on the northern side of Unit 1 with a finished surface elevation of 48.9. The BMP will function as pollutant control and to control peak flow detention to qualify for conjunctive use. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structures included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-9 (BF-1) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 48 SF biofiltration basin located on the western side of Unit 12 with a finished surface elevation of 48.2. The BMP will function as pollutant control and to control peak flow detention to qualify for conjunctive use. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structures included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-10 (BF-1) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 32 SF biofiltration basin located on the southeastern side of Unit 11 with a finished surface elevation of 48.2. The BMP will function as pollutant control and to control peak flow detention to qualify for conjunctive use. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structures included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-11 (BF-1) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 22 SF biofiltration basin located on the southeastern side of Unit 10 with a finished surface elevation of 48.4. The BMP will function as pollutant control and to control peak flow detention to qualify for conjunctive use. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structures included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-12 (BF-1) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 22 SF biofiltration basin located on the northeastern side of Unit 10 with a finished surface elevation of 48.2. The BMP will function as pollutant control and to control peak flow detention to qualify for conjunctive use. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structures included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-13 (BF-1) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 22 SF biofiltration basin located on the northwestern side of Unit 9 with a finished surface elevation of 48.4. The BMP will function as pollutant control and to control peak flow detention to qualify for conjunctive use. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structures included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-14 (BF-1) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 30 SF biofiltration basin located on the southwestern side of Unit 9 with a finished surface elevation of 48.4. The BMP will function as pollutant control and to control peak flow detention to qualify for conjunctive use. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structures included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-15 (BF-1) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 32 SF biofiltration basin located on the southern side of Unit 8 with a finished surface elevation of 48.9. The BMP will function as pollutant control and to control peak flow detention to qualify for conjunctive use. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structures included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-16 (BF-1) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): 22 SF biofiltration basin located on the southern side of Unit 7 with a finished surface elevation of 48.9. The BMP will function as pollutant control and to control peak flow detention to qualify for conjunctive use. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Emergency overflow structures included in BMP for higher intensity storm events to convey water offsite also provided. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-17 (INF-3) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2)  Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): Runoff from the roof and shared driveway will land on or be routed to the pervious pavers. There will be 1,406 sf of pervious pavers. Runoff from this DMA will have the full DCV infiltrate within the unlined portion. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-18 (INF-3) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2)  Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): Runoff from the roof and shared driveway will land on or be routed to the pervious pavers. There will be 1,598 sf of pervious pavers. Runoff from this DMA will have the full DCV infiltrate within the unlined portion. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-19 (INF-3) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2)  Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): Runoff will land on or be routed to the pervious pavers. There will be 593 sf of pervious pavers. Runoff from this DMA will have the full DCV infiltrate within the unlined portion. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-20 (INF-3) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2)  Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): Runoff will land on or be routed to the pervious pavers. There will be 593 sf of pervious pavers. Runoff from this DMA will have the full DCV infiltrate within the unlined portion. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-21 DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management  Other (describe in discussion section below) Purpose: Pollutant control only  Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): Area is designated as a self-mitigating area to comply with City of Carlsbad BMP Design Manual Section 5.2.1. Refer to project DMA Exhibit for size of drainage area tributary to basin. Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. BMP-22 (SD-A) DWG 549-9A Sheet No. 3 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Dry Wells (INF-4) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Proprietary Biofiltration (BF-3) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management  Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only  Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): Runoff from Tyler Street frontage will be collected in the curb gutter and routed to the tree well. Runoff from this DMA will have the full DCV infiltrate. Refer to project DMA Exhibit for size of drainage area tributary to basin and cross-section of BMP. ATTACHMENT 1 BACKUP FOR PDP POLLUTANT CONTROL BMPS This is the cover sheet for Attachment 1. Check which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Attachment 1a DMA Exhibit (Required) See DMA Exhibit Checklist on the back of this Attachment cover sheet. (24”x36” Exhibit typically required)  Included Attachment 1b Tabular Summary of DMAs Showing DMA ID matching DMA Exhibit, DMA Area, and DMA Type (Required)* *Provide table in this Attachment OR on DMA Exhibit in Attachment 1a  Included on DMA Exhibit in Attachment 1a Included as Attachment 1b, separate from DMA Exhibit Attachment 1c Form K-7, Harvest and Use Feasibility Screening Checklist (Required unless the entire project will use infiltration BMPs) Refer to Appendix B of the BMP Design Manual to complete Form K-7.  Included Not included because the entire project will use infiltration BMPs Attachment 1d Infiltration Feasibility Analysis (Required unless the project will use harvest and use BMPs) Refer to Appendix D of the BMP Design Manual.  Included Not included because the entire project will use harvest and use BMPs Attachment 1e Pollutant Control BMP Design Worksheets / Calculations (Required) Refer to Appendices B, E, and I of the BMP Design Manual for structural pollutant control and significant site design BMP design guidelines  Included Attachment 1f Trash Capture BMP Design Calculations (Required unless the entire project will use permanent storm water quality basins) Refer to Appendices J of the BMP Design Manual for Trash capture BMP design guidelines Included  Not included because the entire project will use permanent storm water quality basins (i.e. infiltration, biofiltration BMPs) Use this checklist to ensure the required information has been included on the DMA Exhibit: The DMA Exhibit must identify:  Underlying hydrologic soil group  Approximate depth to groundwater (N/A) Existing natural hydrologic features (watercourses, seeps, springs, wetlands) (N/A) Critical coarse sediment yield areas to be protected (if present)  Existing topography and impervious areas  Existing and proposed site drainage network and connections to drainage offsite  Proposed grading  Proposed impervious features  Proposed design features and surface treatments used to minimize imperviousness  Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self-mitigating)  Structural BMPs (identify location and type of BMP)  Tabular DMA Summary XXXXX 4 5 45 45 45 45 X X X X X X X X X X X X X X X X X X X X X XXX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 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 SD SD W W W W W W W W W W W W SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE W W OE OE OE OE OE OE OE OE OE OE OE OEOEOEOEOEOEOEOEOEOEOEOEOE OE OE OE OE OE OE OE OE OE OE OE OE OE SD SD SD SD SD SD X X X X XXX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XXXXXXXXXXXXXXXXXXXXXX X X X XX XX XXX XXX X X X XX XX X TY L E R S T R E E T PINE AVENUE BL O C K 3 1 MA P N O . 7 7 5 AP N : 2 0 4 - 0 8 1 - 0 1 - 0 4 LOT 6 MAP 1743 APN: 204-070-28-00 LOT 4 MAP 1743 APN: 204-010-08-00 LOT 5 MAP 775 APN: 204-010-10-00 DMA 1 AREA = 997 SF (0.023 AC) DMA 5 AREA = 404 SF (0.009 AC ) DMA 8 AREA = 531 SF (0.012 AC) DMA 7 AREA = 723 SF (0.017 AC) DMA 6 AREA = 611 SF (0.014 AC) DMA 4 AREA = 403 SF (0.009 AC) DMA 3 AREA = 429 SF (0.010 AC) DMA 2 AREA = 722 SF (0.017 AC) DMA 9 AREA = 997 SF (0.023 AC) DMA 10 AREA = 722 SF (0.017 AC) DMA 11 AREA = 429 SF (0.010 AC) DMA 12 AREA = 403 SF (0.009 AC) DMA 13 AREA = 404 SF (0.009 AC) DMA 14 AREA = 611 SF (0.014 AC) DMA 15 AREA = 723 SF (0.017 AC) DMA 16 AREA = 531 SF (0.012 AC) BMP #1 A = 48 SF BMP #2 A = 32 SF BMP #3 A = 22 SF BMP #4 A = 22 SF BMP #5 A = 22 SF BMP #6 A = 30 SF BMP #7 A = 32 SF BMP #8 A = 22 SF BMP #13 A = 22 SF BMP #14 A = 30 SF BMP #15 A = 32 SF BMP #16 A = 22 SF BMP #12 A = 22 SF BMP #11 A = 22 SF BMP #10 A = 32 SF BMP #9 A = 48 SF DMA 21 AREA = 1,909 SF (0.044 AC) B B D D DMA 17 AREA = 4,028 SF (0.092 AC) DMA 18 AREA = 3,828 SF (0.088 AC) DMA 19 AREA = 1,131 SF (0.026 AC) DMA 20 AREA = 1,074 SF (0.025 AC) A A C C DMA 22 AREA = 1,787 SF (0.041 AC) GRAPHIC SCALE: 1" = 10' 0 10'20'30' J:\ACTIVE JOBS\4070 NORUM-CARLSBAD-Tyler Street\CIVIL\REPORTS\SWQMP\ATTACHMENTS\ATTACHMENT 1 - POLLUTANT CONTROL PLSA 4070 ATTACHMENT 1A & 1B DMA EXHIBIT 3215-3225 TYLER STREET - CITY OF CARLSBAD SHEET 1 OF 3 PLAN VIEW - DMA EXHIBIT SCALE: 1" = 10' HORIZONTAL SOIL TYPE INFORMATION SOIL: TYPE B HYDROLOGIC SOILS PER WEB SOIL SURVEY APPLICATION AVAILABLE THROUGH UNITED STATES DEPARTMENT OF AGRICULTURE GROUNDWATER INFORMATION GROUNDWATER NOT ENCOUNTERED; ASSUMED TO BE AT DEPTHS GREATER THAN 20' TREATMENT CONTROL BMPS BIOFILTRATION BF-1 PERVIOUS PAVERS INF-3 COARSE SEDIMENT YIELD NO CRITICAL COARSE SEDIMENT YIELD AREAS TO BE PROTECTED. REFER TO PRIORITY DEVELOPMENT PROJECT SWQMP PREPARED BY PASCO, LARET, SUITER & ASSOCIATES TOTAL GROSS SITE AREA 22,768 SF (0.523 AC) EXISTING IMPERVIOUS AREA 11,400 SF (0.262 AC) EXISTING PERVIOUS AREA 11,368 SF (0.261 AC) TOTAL AREA DISTURBED BY PROJECT 23,396 SF (0.537 AC) TOTAL PROPOSED / REPLACED IMPERVIOUS AREA 15,809 SF (0.363 AC) LEGEND PROPERTY BOUNDARY CENTERLINE OF ROAD ADJACENT PROPERTY LINE / RIGHT-OF-WAY EXISTING CONTOUR LINE PROPOSED / REMOVED AND REPLACED IMPERVIOUS AREA WITHIN DISTURBED AREA OF SITE DMA DRAINAGE BASIN BOUNDARY SELF-MITIGATING DMA BOUNDARY SELF-RETAINING DMA BOUNDARY SELF-MITIGATING AREA PER CITY OF CARLSBAD BMP DESIGN MANUAL SECTION 5.2.1 SELF-RETAINING AREA PER CITY OF CARLSBAD BMP DESIGN MANUAL SECTION 5.2.3 PROPOSED BMP / BIOFILTRATION RAISED PLANTER AREA STORAGE LAYER LIMITS PROJECT SITE - AREA CALCULATIONS I I I , I I I ----_____ =, __ I -I ~ 11 "I ' 1 I ' ·1 ' .., ' -· --,f- _-_ ==~=:i:~;;:=- ---:i,------.J:-:-_ 1 '1.1:-::cr¼. r - -"1--,.J .a; I 1 ... ., -- ' -- ' r \ I ' ' \ ' ' \ ' \ \ \ i., \ --- ' ===i ']-J-:-1117'1¥ I I \ \ \ ' ' ' ' I ' . I ' '-, - ' ' ' I I I ' ' ' I I ' ' I \ \ \ I I ' ' - ~: !l~ ,---I-:- -i ------_-_, -~ -=.!... - ' ' -:-_-_-_-_-_-... _ -_-_-_-_-_-_-_-_-_-_-_-_-_--_-_-_-_-_. _-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-·-_-_-_ ~ -_-_-_-_-_-_-_-_--- '- ' ' ·1 ' -' I ' -I .., ' -----, --...__ --\ I I ' I 1' ---- -' ----------_-_-_-_-_-_-_-_-_-_-_-_-_,:.: -_-_-_-_-_-_-_-_-_--_-_-_-_-_-_-_-_-_ . -_-_-_-_-_-_-_-_-:.: --------_ ·---- I I I I I I I I I I I I I I Ii I I I I I I I jJ I I I I I I I 1 u I I I I I I I I I I I I I / I I ,' I ___.j / I I I t+--; -\ I \ I \ I \ I \ I \ I \ I \ I \I 1--C \ I -- 64 VZZ2VZ/2½l --1--1- 8------------------0:j -------------------~ ------ PASCO LAREY SUITER I lil~~(Q)t!#\llE~ San Diego I Solana Beach I Orange County Phone 858.259.8212 I www.plsaengineering.com J:\ACTIVE JOBS\4070 NORUM-CARLSBAD-Tyler Street\CIVIL\REPORTS\SWQMP\ATTACHMENTS\ATTACHMENT 1 - POLLUTANT CONTROL DCV CALCULATION - DMA 1 AREA TRIBUTARY TO BMP (A)= 997 SF (0.023 AC) TOTAL DMA SIZE (Cx * Ax)= 871 SF (0.020 AC) RUNOFF FACTOR (Cx)= 0.87 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 43 CU FT TOTAL DMA SIZE = 871 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 * 871 SF = 27 SF 48 SF PROVIDED > 27 SF REQUIRED; THEREFORE OK IMPERVIOUS AREA (BUILDINGS / ROOF)964 SF TOTAL 964 SF PERVIOUS AREA (BMP PLANTER) *EXCLUDES COVERED AREA 33 SF TOTAL 33 SF TOTAL BASIN AREA 997 SF (0.023 AC) % IMPERVIOUS AREA 96.7% DMA 1 - AREA CALCULATIONS DCV CALCULATION - DMA 2 AREA TRIBUTARY TO BMP (A)= 722 SF (0.017 AC) TOTAL DMA SIZE (Cx * Ax)= 641 SF (0.015 AC) RUNOFF FACTOR (Cx)= 0.89 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 31 CU FT IMPERVIOUS AREA (BUILDINGS / ROOF)711 SF TOTAL 711 SF PERVIOUS AREA (BMP PLANTER) *EXCLUDES COVERED AREA 11 SF TOTAL 11 SF TOTAL BASIN AREA 722 SF (0.017 AC) % IMPERVIOUS AREA 98.5% DMA 2 - AREA CALCULATIONS DCV CALCULATION - DMA 3 AREA TRIBUTARY TO BMP (A)= 429 SF (0.010 AC) TOTAL DMA SIZE (Cx * Ax)= 376 SF (0.009 AC) RUNOFF FACTOR (Cx)= 0.88 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 19 CU FT IMPERVIOUS AREA (BUILDINGS / ROOF)416 SF TOTAL 416 SF PERVIOUS AREA (BMP PLANTER) *EXCLUDES COVERED AREA 13 SF TOTAL 13 SF TOTAL BASIN AREA 429 SF(0.010 AC) % IMPERVIOUS AREA 97.0% DMA 3 - AREA CALCULATIONS DCV CALCULATION - DMA 4 AREA TRIBUTARY TO BMP (A)= 403 SF (0.009 AC) TOTAL DMA SIZE (Cx * Ax)= 353 SF (0.008 AC) RUNOFF FACTOR (Cx)= 0.88 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 18 CU FT IMPERVIOUS AREA (BUILDINGS / ROOF)391 SF TOTAL 391 SF PERVIOUS AREA (BMP PLANTER) *EXCLUDES COVERED AREA 12 SF TOTAL 12 SF TOTAL BASIN AREA 403 SF(0.009 AC) % IMPERVIOUS AREA 97.0% DMA 4 - AREA CALCULATIONS DCV CALCULATION - DMA 5 AREA TRIBUTARY TO BMP (A)= 404 SF (0.009 AC) TOTAL DMA SIZE (Cx * Ax)= 356 SF (0.008 AC) RUNOFF FACTOR (Cx)= 0.88 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 18 CU FT IMPERVIOUS AREA (BUILDINGS / ROOF)394 SF TOTAL 394 SF PERVIOUS AREA (BMP PLANTER) *EXCLUDES COVERED AREA 10 SF TOTAL 10 SF TOTAL BASIN AREA 404 SF(0.009 AC) % IMPERVIOUS AREA 97.5% DMA 5 - AREA CALCULATIONS DCV CALCULATION - DMA 6 AREA TRIBUTARY TO BMP (A)= 611 SF (0.014 AC) TOTAL DMA SIZE (Cx * Ax)= 533 SF (0.012 AC) RUNOFF FACTOR (Cx)= 0.87 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 26 CU FT IMPERVIOUS AREA (BUILDINGS / ROOF)590 SF TOTAL 590 SF PERVIOUS AREA (BMP PLANTER) *EXCLUDES COVERED AREA 21 SF TOTAL 21 SF TOTAL BASIN AREA 611 SF (0.014 AC) % IMPERVIOUS AREA 96.6% DMA 6 - AREA CALCULATIONS TOTAL DMA SIZE = 641 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 * 641 SF = 20 SF 32 SF PROVIDED > 20 SF REQUIRED; THEREFORE OK TOTAL DMA SIZE = 376 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 * 376 SF = 12 SF 22 SF PROVIDED > 12 SF REQUIRED; THEREFORE OK TOTAL DMA SIZE = 353 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 * 353 SF = 11 SF 22 SF PROVIDED > 11 SF REQUIRED; THEREFORE OK TOTAL DMA SIZE = 356 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 * 356 SF = 11 SF 22 SF PROVIDED > 11 SF REQUIRED; THEREFORE OK TOTAL DMA SIZE = 533 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 * 533 SF = 16 SF 30 SF PROVIDED > 16 SF REQUIRED; THEREFORE OK DCV CALCULATION - DMA 7 AREA TRIBUTARY TO BMP (A)= 723 SF (0.017 AC) TOTAL DMA SIZE (Cx * Ax)= 641 SF (0.015 AC) RUNOFF FACTOR (Cx)= 0.89 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 31 CU FT TOTAL DMA SIZE = 641 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 * 641 SF = 20 SF 32 SF PROVIDED > 20 SF REQUIRED; THEREFORE OK IMPERVIOUS AREA (BUILDINGS / ROOF)711 SF TOTAL 711 SF PERVIOUS AREA (BMP PLANTER) *EXCLUDES COVERED AREA 12 SF TOTAL 12 SF TOTAL BASIN AREA 723 SF (0.017 AC) % IMPERVIOUS AREA 98.3% DMA 7 - AREA CALCULATIONS DCV CALCULATION - DMA 8 AREA TRIBUTARY TO BMP (A)= 531 SF (0.012 AC) TOTAL DMA SIZE (Cx * Ax)= 478 SF (0.011 AC) RUNOFF FACTOR (Cx)= 0.90 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 24 CU FT IMPERVIOUS AREA (BUILDINGS / ROOF)531 SF TOTAL 531 SF PERVIOUS AREA (BMP PLANTER) *EXCLUDES COVERED AREA 0 SF TOTAL 0 SF TOTAL BASIN AREA 531 SF (0.012 AC) % IMPERVIOUS AREA 100.0% DMA 8 - AREA CALCULATIONS DCV CALCULATION - DMA 9 AREA TRIBUTARY TO BMP (A)= 997 SF (0.023 AC) TOTAL DMA SIZE (Cx * Ax)= 871 SF (0.020 AC) RUNOFF FACTOR (Cx)= 0.87 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 43 CU FT IMPERVIOUS AREA (BUILDINGS / ROOF)964 SF TOTAL 964 SF PERVIOUS AREA (BMP PLANTER) *EXCLUDES COVERED AREA 33 SF TOTAL 33 SF TOTAL BASIN AREA 997 SF (0.023 AC) % IMPERVIOUS AREA 96.7% DMA 9 - AREA CALCULATIONS DCV CALCULATION - DMA 10 AREA TRIBUTARY TO BMP (A)= 722 SF (0.017 AC) TOTAL DMA SIZE (Cx * Ax)= 641 SF (0.015 AC) RUNOFF FACTOR (Cx)= 0.89 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 31 CU FT IMPERVIOUS AREA (BUILDINGS / ROOF)711 SF TOTAL 711 SF PERVIOUS AREA (BMP PLANTER) *EXCLUDES COVERED AREA 11 SF TOTAL 11 SF TOTAL BASIN AREA 722 SF (0.017 AC) % IMPERVIOUS AREA 98.5% DMA 10 - AREA CALCULATIONS DCV CALCULATION - DMA 11 AREA TRIBUTARY TO BMP (A)= 429 SF (0.010 AC) TOTAL DMA SIZE (Cx * Ax)= 376 SF (0.009 AC) RUNOFF FACTOR (Cx)= 0.88 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 19 CU FT IMPERVIOUS AREA (BUILDINGS / ROOF)416 SF TOTAL 416 SF PERVIOUS AREA (BMP PLANTER) *EXCLUDES COVERED AREA 13 SF TOTAL 13 SF TOTAL BASIN AREA 429 SF(0.010 AC) % IMPERVIOUS AREA 97.0% DMA 11 - AREA CALCULATIONS DCV CALCULATION - DMA 12 AREA TRIBUTARY TO BMP (A)= 403 SF (0.009 AC) TOTAL DMA SIZE (Cx * Ax)= 353 SF (0.008 AC) RUNOFF FACTOR (Cx)= 0.88 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 18 CU FT IMPERVIOUS AREA (BUILDINGS / ROOF)391 SF TOTAL 391 SF PERVIOUS AREA (BMP PLANTER) *EXCLUDES COVERED AREA 12 SF TOTAL 12 SF TOTAL BASIN AREA 403 SF(0.009 AC) % IMPERVIOUS AREA 97.0% DMA 12 - AREA CALCULATIONS TOTAL DMA SIZE = 478 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 * 478 SF = 15 SF 22 SF PROVIDED > 15 SF REQUIRED; THEREFORE OK TOTAL DMA SIZE = 871 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 * 871 SF = 27 SF 48 SF PROVIDED > 27 SF REQUIRED; THEREFORE OK TOTAL DMA SIZE = 641 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 * 641 SF = 20 SF 32 SF PROVIDED > 20 SF REQUIRED; THEREFORE OK TOTAL DMA SIZE = 376 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 * 376 SF = 12 SF 22 SF PROVIDED > 12 SF REQUIRED; THEREFORE OK TOTAL DMA SIZE = 353 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 * 353 SF = 11 SF 22 SF PROVIDED > 11 SF REQUIRED; THEREFORE OK DCV CALCULATION - DMA 13 AREA TRIBUTARY TO BMP (A)= 404 SF (0.009 AC) TOTAL DMA SIZE (Cx * Ax)= 356 SF (0.008 AC) RUNOFF FACTOR (Cx)= 0.88 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 18 CU FT TOTAL DMA SIZE = 356 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 * 356 SF = 11 SF 22 SF PROVIDED > 11 SF REQUIRED; THEREFORE OK IMPERVIOUS AREA (BUILDINGS / ROOF)394 SF TOTAL 394 SF PERVIOUS AREA (BMP PLANTER) *EXCLUDES COVERED AREA 10 SF TOTAL 10 SF TOTAL BASIN AREA 404 SF(0.009 AC) % IMPERVIOUS AREA 97.5% DMA 13 - AREA CALCULATIONS DCV CALCULATION - DMA 14 AREA TRIBUTARY TO BMP (A)= 611 SF (0.014 AC) TOTAL DMA SIZE (Cx * Ax)= 533 SF (0.012 AC) RUNOFF FACTOR (Cx)= 0.87 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 26 CU FT IMPERVIOUS AREA (BUILDINGS / ROOF)590 SF TOTAL 590 SF PERVIOUS AREA (BMP PLANTER) *EXCLUDES COVERED AREA 21 SF TOTAL 21 SF TOTAL BASIN AREA 611 SF (0.014 AC) % IMPERVIOUS AREA 96.6% DMA 14 - AREA CALCULATIONS DCV CALCULATION - DMA 15 AREA TRIBUTARY TO BMP (A)= 723 SF (0.017 AC) TOTAL DMA SIZE (Cx * Ax)= 641 SF (0.015 AC) RUNOFF FACTOR (Cx)= 0.89 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 31 CU FT IMPERVIOUS AREA (BUILDINGS / ROOF)711 SF TOTAL 711 SF PERVIOUS AREA (BMP PLANTER) *EXCLUDES COVERED AREA 12 SF TOTAL 12 SF TOTAL BASIN AREA 723 SF (0.017 AC) % IMPERVIOUS AREA 98.3% DMA 15 - AREA CALCULATIONS DCV CALCULATION - DMA 16 AREA TRIBUTARY TO BMP (A)= 531 SF (0.012 AC) TOTAL DMA SIZE (Cx * Ax)= 478 SF (0.011 AC) RUNOFF FACTOR (Cx)= 0.90 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 24 CU FT IMPERVIOUS AREA (BUILDINGS / ROOF)531 SF TOTAL 531 SF PERVIOUS AREA (BMP PLANTER) *EXCLUDES COVERED AREA 0 SF TOTAL 0 SF TOTAL BASIN AREA 531 SF (0.012 AC) % IMPERVIOUS AREA 100.0% DMA 16 - AREA CALCULATIONS TOTAL DMA SIZE = 533 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 * 533 SF = 16 SF 30 SF PROVIDED > 16 SF REQUIRED; THEREFORE OK TOTAL DMA SIZE = 641 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 * 641 SF = 20 SF 32 SF PROVIDED > 20 SF REQUIRED; THEREFORE OK TOTAL DMA SIZE = 478 SF IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) MIN. AREA REQUIRED = 0.03 * 478 SF = 15 SF 22 SF PROVIDED > 15 SF REQUIRED; THEREFORE OK ATTACHMENT 1A & 1B DMA EXHIBIT 3215-3225 TYLER STREET - CITY OF CARLSBAD SHEET 2 OF 3 OMA TABLE -TREATMENT (OMA 1) OMA TABLE -TREATMENT (OMA 2) OMA TABLE -TREATMENT (OMA 3) OMA/ AREA POST-PROJECT SURFACE ADJUSTMENT AREAX RUNOFF ADJUSTED BMP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) OMA/ AREA POST-PROJECT SURFACE ADJUSTMENT AREAX RUNOFF ADJUSTED BMP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) OMA/ AREA POST-PROJECT SURFACE ADJUSTMENT AREAX RUNOFF ADJUSTED BMP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) 1A 964 BUILDING/ROOF 0.9 1 868 2A 711 ROOF 0.9 1 640 3A 416 ROOF 0.9 1 374 18 33 BMPPLANTER 0.1 1 3 28 11 BMPPLANTER 0.1 1 1 38 13 BMPPLANTER 0.1 1 1 TOTAL 871 TOTAL 641 TOTAL 376 OMA TABLE -TREATMENT (OMA 7) OMA TABLE -TREATMENT (OMA 8) OMA TABLE -TREATMENT (OMA 9) SURFACE AREAX OMA/ AREA POST-PROJECT RUNOFF ADJUSTMENT ADJUSTED BMP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) OMA/ AREA POST-PROJECT SURFACE ADJUSTMENT AREAX RUNOFF ADJUSTED BMP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) OMA/ AREA POST-PROJECT SURFACE ADJUSTMENT AREAX RUNOFF ADJUSTED BMP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) 7A 711 ROOF 0.9 1 640 BA 531 ROOF 0.9 1 478 9A 964 ROOF 0. 9 1 868 78 12 BMPPLANTER 0.1 1 1 BB 0 BMPPLANTER 0.1 1 0 98 33 BMPPLANTER 0.1 1 3 TOTAL 641 TOTAL 478 TOTAL 871 OMA TABLE -TREATMENT (OMA 13) OMA TABLE -TREATMENT (OMA 14) OMA TABLE -TREATMENT (OMA 15) OMA/ AREA POST-PROJECT SURFACE ADJUSTMENT AREAX RUNOFF ADJUSTEO BMP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) POST-PROJECT SURFACE ADJUSTMENT AREAX OMA/ AREA RUNOFF ADJUSTED BMP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) OMA/ AREA POST-PROJECT SURFACE ADJUSTMENT AREAX RUNOFF ADJUSTED BMP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) 13A 394 ROOF 0.9 1 355 14A 590 ROOF 0.9 1 531 15A 711 ROOF 0.9 1 640 138 10 BMP PLANTER 0.1 1 1 148 21 BMPPLANTER 0.1 1 2 158 12 BMPPLANTER 0.1 1 1 TOTAL 356 TOTAL 533 TOTAL 641 OMA TABLE -TREATMENT (OMA 4) OMA TABLE -TREATMENT (OMA 5) OMA/ AREA POST-PROJECT SURFACE ADJUSTMENT AREAX RUNOFF ADJUSTED BMP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) POST-PROJECT SURFACE ADJUSTMENT OMA/ AREA RUNOFF BMP (SF) SURFACE TYPE FACTOR FACTOR 4A 391 ROOF 0.9 1 352 SA 394 ROOF 0. 9 1 48 12 BMPPLANTER 0.1 1 1 58 10 BMPPLANTER 0.1 1 TOTAL 353 TOTAL OMA TABLE -TREATMENT (OMA 10) OMA TABLE -TREATMENT (OMA 11) SURFACE AREAX OMA/ AREA POST-PROJECT RUNOFF ADJUSTMENT ADJUSTED BMP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) OMA/ AREA POST-PROJECT SURFACE ADJUSTMENT RUNOFF BMP (SF) SURFACE TYPE FACTOR FACTOR JOA 711 ROOF 0.9 1 640 11A 416 ROOF 09 1 JOB 11 BMPPLANTER 0.1 1 1 11B 13 BMPPLANTER 0.1 1 TOTAL 641 TOTAL OMA TABLE -TREATMENT (OMA 16) OMA/ AREA POST-PROJECT SURFACE ADJUSTMENT AREAX RUNOFF ADJUSTED BMP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF) 16A 531 ROOF 0. 9 1 478 16B 0 BMPPLANTER 0. 1 1 0 TOTAL 478 AREAX ADJUSTED RUNOFF (SF) OMA/ AREA BMP (SF) 355 6A 590 1 68 21 356 TOTAL AREAX ADJUSTED RUNOFF (SF) OMA/ AREA BMP (SF) 374 12A 391 1 128 12 376 TOTAL OMA TABLE -TREATMENT (OMA 6) POST-PROJECT SURFACE ADJUSTMENT AREAX RUNOFF ADJUSTED SURFACE TYPE FACTOR FACTOR RUNOFF (SF) ROOF 0.9 1 531 BMPPLANTER 0.1 1 2 533 OMA TABLE-TREATMENT/OMA 12) POST-PROJECT SURFACE ADJUSTMENT AREAX RUNOFF ADJUSTED SURFACE TYPE FACTOR FACTOR RUNOFF (SF) ROOF 0.9 1 352 BMPPLANTER 0.1 1 1 353 PASCO LAREY SUITER I ~~~(D)t!~l[~ San Diego I Solana Beach I Orange County Phone 858.259.8212 I www.plsaengineering.com PLSA4070 NOTE: -ALL AGGREGATE MUST BE CLEAN/WASHED AND FREE OF FINES (SAND, SILT, ETC.) -THE PAVERS SHALL NOT BE SEALED ONCE THE VOID FILLER HAS BEEN ADDED -EACH COURSE SHALL BE VIBRATORY COMPACTED BEFORE PLACEMENT OF NEXT COURSE -NO IMPERVIOUS LINER OR FILTER FABRIC IS TO BE USED -SPECIAL APPROVAL REQUIRED FOR USE IN HIGHLY EXPANSIVE SOIL-SUBDRAIN MAY BE REQUIRED -SLOPE SUBGRADE AWAY FROM STRUCTURES AT 5.0% MIN. FOR 10-FT MIN. -BASE LAYER OF NO. 57 MATERIAL AND SUBGRADE SOIL LAYER SHALL BE COMPACTED TO AT LEAST 95% RELATIVE COMPACTION STORAGE LAYER - MIN. 4" THICK OF (NO. 2) GRAVEL (40% VOID RATIO) CHOKER COURSE - MIN. 6" THICK (NO.57) CRUSHED ROCK GRAVEL BASE MATERIAL BEDDING COURSE - MIN. 1" THICK OF (NO.8) SAND BUILDING DEEPENED FOOTING 1.0' MIN BELOW BOTTOM LAYER OF GRANULAR MATERIAL PCC RIBBON GUTTER; SEE DETAIL THIS SHEET VOID FILLER-1 8" TO 3 8" (NO.8) AGGREGATE IN VOIDS 3.15 " THICK PERVIOUS PAVERS W/ MIN. 3 8" VOID; SEE LS PLANS DWG 549-9L FOR DETAILS SLOPE BOTTOM OF PERVIOUS PAVER LAYER AWAY FROM BUILDING FOOTING; SEE NOTE BELOW COMPACTED SOIL SUBGRADE 1%-5% 5% CL 10.0'2.0' 5% 2.0'2.0' 4" PVC PIPE THROUGH DEEPENED FLUSH CURB ABOVE STORAGE LAYER; 2 LF BOTTOM OF PROPOSED 520-C-2500 PCC DEEPENED FLUSH CURB; 1.0' BELOW BOTTOM LAYER OF GRANULAR MATERIAL CHOKER COURSE - MIN. 6" THICK OF (NO.57) CRUSHED ROCK GRAVEL BASE MATERIAL BUILDING DEEPENED FOOTING 1.0' MIN BELOW BOTTOM LAYER OF GRANULAR MATERIAL CAST-IN-PLACE 520-C-2500 PCC EDGE MIN 4" WIDE MORTAR OR POLYMER ADHERED PAVERS TO TOP, TYP. VOID FILLER-1 8" TO 38" (NO.8) AGGREGATE IN VOIDS 3.15" THICK PERVIOUS PAVERS W/ MIN. 38" VOID; SEE LS PLANS DWG 549-9L FOR DETAILS SLOPE BOTTOM OF PERVIOUS PAVER LAYER AWAY FROM BUILDING FOOTING; SEE NOTE BELOW COMPACTED SOIL SUBGRADE NOTE: -ALL AGGREGATE MUST BE CLEAN/WASHED AND FREE OF FINES (SAND, SILT, ETC.) -THE PAVERS SHALL NOT BE SEALED ONCE THE VOID FILLER HAS BEEN ADDED -EACH COURSE SHALL BE VIBRATORY COMPACTED BEFORE PLACEMENT OF NEXT COURSE -NO IMPERVIOUS LINER OR FILTER FABRIC IS TO BE USED -SPECIAL APPROVAL REQUIRED FOR USE IN HIGHLY EXPANSIVE SOIL-SUBDRAIN MAY BE REQUIRED -SLOPE SUBGRADE AWAY FROM STRUCTURES AT 5.0% MIN. FOR 10-FT MIN. -BASE LAYER OF NO. 57 MATERIAL AND SUBGRADE SOIL LAYER SHALL BE COMPACTED TO AT LEAST 95% RELATIVE COMPACTION 1%-5% 4.0' STORAGE LAYER MIN. 2" THICK OF (NO. 2) GRAVEL (40% VOID RATIO)5% BEDDING COURSE - MIN. 1" THICK OF (NO.8)SAND 5% 1%-5% X MI N 2 " 4" PVC PIPE THROUGH DEEPENED FLUSH CURB ABOVE STORAGE LAYER; 2 LF BOTTOM OF PROPOSED 520-C-2500 PCC DEEPENED FLUSH CURB; 1.0' BELOW BOTTOM LAYER OF GRANULAR MATERIAL STORAGE LAYER MIN. 2" THICK OF (NO. 2) GRAVEL (40% VOID RATIO) FLUSH CURB WITH DEEPENED EDGE 1.0' MIN BELOW BOTTOM OF STORAGE LAYER BOTTOM OF STORAGE LAYER TO BE FLAT COMPACTED SOIL SUBGRADE 0.7% 2"MI N 2. 0 " MI N CHOKER COURSE - MIN. 6" THICK OF (NO.57) CRUSHED ROCK GRAVEL BASE MATERIAL BEDDING COURSE AND CHOKER COURSE TO MATCH FG SLOPE 2.0%0.7% 0.0% 0.0%0.0% BOTTOM OF STORAGE LAYER TO BE FLAT CAST-IN-PLACE 520-C-2500 PCC EDGE MIN 4" WIDE MORTAR OR POLYMER ADHERED PAVERS TO TOP, TYP. BEDDING COURSE - MIN. 1" THICK OF (NO.8) SAND STORAGE VOLUME STORAGE LAYER MIN. 4" THICK OF (NO. 2) GRAVEL (40% VOID RATIO) FLUSH CURB WITH DEEPENED EDGE 1.0' MIN BELOW BOTTOM OF STORAGE LAYER BOTTOM OF STORAGE LAYER TO BE FLAT COMPACTED SOIL SUBGRADE 0.7% 4. 0 " MI N 4. 0 " MI N CHOKER COURSE - MIN. 6" THICK OF (NO.57) CRUSHED ROCK GRAVEL BASE MATERIAL BEDDING COURSE AND CHOKER COURSE TO MATCH FG SLOPE 2.0%0.7% 0.0%0.0% 0.0% BOTTOM OF STORAGE LAYER TO BE FLAT 6" CURB WITH DEEPENED EDGE 1.0' MIN BELOW BOTTOM OF STORAGE LAYER BEDDING COURSE - MIN. 1" THICK OF (NO.8) SAND STORAGE VOLUME PERVIOUS PAVERS PER DETAIL THIS SHEET 1%-5%1%-5%FL PROPOSED 3' WIDE 5" THICK PCC RIBBON GUTTER 1.5'1.5' 3.0' 0.05'FL + 0.05' GLIP (1% X-SLOPE) = FL + 0.2 GLIP (5% X-SLOPE) = FL + 0.6 Q100 DEPTH = 0.1' FREEBOARD = 0.1' 4" CLEANOUT / INSPECTION PORT WITH ATRIUM GRATE RIM = FG + 6" 3" HARDWOOD MULCHTW ELEV. = BMP FG + 12" PRE-FABRICATED RAISED PLANTER BOX; SEE DETAILS SHEET 5 FS ELEV. PER PLAN PLANTER WATERPROOFING IMPERVIOUS LINER LDPE 30-MIL 4" DIAMETER PERFORATED UNDERDRAIN PIPE 4" PVC OUTLET PIPE (TYP.) 4" DRAIN INLET BY NDS OR APPROVED EQUAL WITH ATRIUM GRATE FOR EMERGENCY OVERFLOW DEEP ROOTED, DENSE, DROUGHT TOLERANT PLANTING SUITABLE FOR WELL-DRAINED SOIL ROOF DOWNSPOUT PIPE IE = FG + 4" 5" LAYER OF 3/4" CLEAN CRUSHED ROCK 4" THICK CHOKER COURSE OF 3/8" PEA GRAVEL 18" THICK LAYER OF ENGINEERED SOIL; *SEE NOTE BELOW 3.0" 6.0" PONDING DEPTH 6.0" FREEBOARD *BIOFILTRATION "ENGINEERED SOIL" LAYER SHALL BE EVENLY MIXED COMPOSITION OF WASHED SAND, SANDY LOAM TOPSOIL, AND HUMIC COMPOST. THE MIX SHALL CONTAIN 65% SAND, 20% TOPSOIL, AND 15% COMPOST OR HARDWOOD MULCH IN ACCORDANCE WITH COUNTY OF SAN DIEGO LID BIOSWALE MEDIA BIO65 CUT SHEET. 0.5' 2" LAYER OF DECORATIVE PEA GRAVEL; REFER TO LANDSCAPE PLANS FOR DETAILS90° ELBOW FG = PER PLAN SPLASH BLOCK OR 2'x2' RIP-RAP PER SDRSD D-4; ROCK CLASS = NO. 2, T = 1.1 FT AT ROOF DOWNSPOUT OUTLET 6" BASE LAYER OF NO. 6 GRAVEL DEEPENED FOOTINGCONNECT TO PVT STORM DRAIN; SEE GRADING PLAN FOR CONTINUATION ATTACHMENT 1A & 1B DMA EXHIBIT 3215-3225 TYLER STREET - CITY OF CARLSBAD SHEET 3 OF 3 SELF-MITIGATING DMA - DMA 21 TOTAL BASIN SIZE = 1,909 SF (0.044 AC) SELF-MITIGATING IMPERVIOUS AREA = 0 SF % IMPERVIOUS = 0% SECTION 5.2.1 OF THE CITY OF CARLSBAD BMP DESIGN MANUAL ALLOWS FOR SELF-MITIGATING DMA AREAS THAT DRAIN DIRECTLY OFFSITE OR TO THE PUBLIC STORM DRAIN SYSTEM, WITH INCIDENTAL IMPERVIOUS AREAS THAT ARE LESS THAN 5% OF THE SELF-MITIGATING AREA DCV CALCULATION - DMA 17 AREA TRIBUTARY TO BMP (A)= 4,028 SF (0.092 AC) TOTAL DMA SIZE (Cx * Ax)= 3,023 SF (0.069 AC) RUNOFF FACTOR (Cx)= 0.75 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 147 CU FT PERMEABLE PAVERS STORAGE CALCULATIONS: STORAGE LAYER AREA = 1,406 SF STORAGE LAYER THICKNESS = 4.0 IN VOID RATIO = 40% STORAGE VOLUME = 187 CU FT PROVIDED > 147 CU FT REQUIRED; THEREFORE OK TOTAL DMA SIZE = 3,023 SF IMPERVIOUS AREA (BUILDINGS / ROOF)2,814 SF (PCC RIBBON GUTTER)211 SF TOTAL 3,025 SF PERVIOUS AREA (PERMEABLE PAVERS ) *EXCLUDES COVERED AREA 1,003 SF TOTAL 1,003 SF TOTAL BASIN AREA 4,028 SF (0.092 AC) % IMPERVIOUS AREA 75.2% DMA 17 - AREA CALCULATIONS DCV CALCULATION - DMA 18 AREA TRIBUTARY TO BMP (A)= 3,828 SF (0.088 AC) TOTAL DMA SIZE (Cx * Ax)= 2,491 SF (0.057 AC) RUNOFF FACTOR (Cx)= 0.65 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 121 CU FT PERMEABLE PAVERS STORAGE CALCULATIONS: STORAGE LAYER AREA = 1,598 SF STORAGE LAYER THICKNESS = 4.0 IN VOID RATIO = 40% STORAGE VOLUME = 213 CU FT PROVIDED > 121 CU FT REQUIRED; THEREFORE OK TOTAL DMA SIZE = 2,491 SF IMPERVIOUS AREA (BUILDINGS / ROOF)2,033 SF (PCC RIBBON GUTTER)240 SF TOTAL 2,273 SF PERVIOUS AREA (PERMEABLE PAVERS ) *EXCLUDES COVERED AREA 1,449 SF (LANDSCAPE)106 SF TOTAL 1,555 SF TOTAL BASIN AREA 3,828 SF (0.088 AC) % IMPERVIOUS AREA 59.4% DMA 18 - AREA CALCULATIONS TOTAL BASIN SIZE = 1,131 SF (0.026 AC) PERV. PAVER AREA = 1,024 SF RATIO OF DMA AREA TO PERV. PAVER AREA = 1.1:1 PER FACT SHEET E.10 INF-3 PERMEABLE PAVEMENT (POLLUTANT CONTROL) OF CITY OF CARLSBAD BMP DESIGN MANUAL, THE TOTAL RATIO OF THE TOTAL DRAINAGE AREA (INCLUDING PERMEABLE PAVEMENT) TO PERMEABLE PAVEMENT SHOULD NOT EXCEED 4:1. DCV CALCULATION - DMA 19 AREA TRIBUTARY TO BMP (A)= 1,131 SF (0.026 AC) TOTAL DMA SIZE (Cx * Ax)= 336 SF (0.008 AC) RUNOFF FACTOR (Cx)= 0.30 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 17 CU FT PERMEABLE PAVERS STORAGE CALCULATIONS: STORAGE LAYER AREA = 593 SF STORAGE LAYER THICKNESS = 2.0 IN VOID RATIO = 40% STORAGE VOLUME = 40 CU FT PROVIDED > 17 CU FT REQUIRED; THEREFORE OK TOTAL DMA SIZE = 336 SF IMPERVIOUS AREA (BUILDINGS / ROOF)23 SF TOTAL 23 SF PERVIOUS AREA (PERMEABLE PAVERS ) *EXCLUDES COVERED AREA 1,024 SF (LANDSCAPE)84 SF TOTAL 1,108 SF TOTAL BASIN AREA 1,131 SF (0.026 AC) % IMPERVIOUS AREA 2.0% DMA 19 - AREA CALCULATIONS DCV CALCULATION - DMA 20 AREA TRIBUTARY TO BMP (A)= 1,074 SF (0.025 AC) TOTAL DMA SIZE (Cx * Ax)= 286 SF (0.007 AC) RUNOFF FACTOR (Cx)= 0.27 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 14 CU FT PERMEABLE PAVERS STORAGE CALCULATIONS: STORAGE LAYER AREA = 593 SF STORAGE LAYER THICKNESS = 2.0 IN VOID RATIO = 40% STORAGE VOLUME = 40 CU FT PROVIDED > 14 CU FT REQUIRED; THEREFORE OK TOTAL DMA SIZE = 286 SF IMPERVIOUS AREA (BUILDINGS / ROOF)23 SF TOTAL 23 SF PERVIOUS AREA (PERMEABLE PAVERS ) *EXCLUDES COVERED AREA 802 SF (LANDSCAPE)249 SF TOTAL 1,051 SF TOTAL BASIN AREA 1,074 SF (0.025 AC) % IMPERVIOUS AREA 2.1% DMA 20 - AREA CALCULATIONS DCV CALCULATION - DMA 24 AREA TRIBUTARY TO BMP (A)= 1,792 SF (0.041 AC) TOTAL DMA SIZE (Cx * Ax)= 1,018 SF (0.023 AC) RUNOFF FACTOR (Cx)= 0.57 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN DCV (C*D*A*3,630)= 50 CU FT 15' MATURE CANOPY DIAMETER → 100 CU-FT CREDIT VOLUME PER TREE PER SD-A FACT SHEET TOTAL DMA SIZE = 1,018 SF IMPERVIOUS AREA (PCC SIDEWALK)1,049 SF TOTAL 1,049 SF PERVIOUS AREA (LANDSCAPE) 738 SF TOTAL 738 SF TOTAL BASIN AREA 1,787 SF (0.041 AC) % IMPERVIOUS AREA 58.7% DMA 22 - AREA CALCULATIONS TOTAL BASIN SIZE = 1,074 SF (0.025 AC) PERV. PAVER AREA = 802 SF RATIO OF DMA AREA TO PERV. PAVER AREA = 1.3:1 PER FACT SHEET E.10 INF-3 PERMEABLE PAVEMENT (POLLUTANT CONTROL) OF CITY OF CARLSBAD BMP DESIGN MANUAL, THE TOTAL RATIO OF THE TOTAL DRAINAGE AREA (INCLUDING PERMEABLE PAVEMENT) TO PERMEABLE PAVEMENT SHOULD NOT EXCEED 4:1. TOTAL BASIN SIZE = 3,828 SF (0.088 AC) PERV. PAVER AREA = 1,944 SF RATIO OF DMA AREA TO PERV. PAVER AREA = 2.0:1 PER FACT SHEET E.10 INF-3 PERMEABLE PAVEMENT (POLLUTANT CONTROL) OF CITY OF CARLSBAD BMP DESIGN MANUAL, THE TOTAL RATIO OF THE TOTAL DRAINAGE AREA (INCLUDING PERMEABLE PAVEMENT) TO PERMEABLE PAVEMENT SHOULD NOT EXCEED 4:1. TOTAL BASIN SIZE = 4,022 SF (0.092 AC) PERV. PAVER AREA = 1,429 SF RATIO OF DMA AREA TO PERV. PAVER AREA = 2.8:1 PER FACT SHEET E.10 INF-3 PERMEABLE PAVEMENT (POLLUTANT CONTROL) OF CITY OF CARLSBAD BMP DESIGN MANUAL, THE TOTAL RATIO OF THE TOTAL DRAINAGE AREA (INCLUDING PERMEABLE PAVEMENT) TO PERMEABLE PAVEMENT SHOULD NOT EXCEED 4:1. SECTION A - VEHICULAR PERVIOUS PAVERS NOT TO SCALE SECTION C - PEDESTRIAN PERVIOUS PAVERS NOT TO SCALE SECTION D - PEDESTRIAN PERVIOUS PAVERS NOT TO SCALE SECTION B - VEHICULAR PERVIOUS PAVERS NOT TO SCALE TYPICAL DETAIL - PCC RIBBON GUTTER NOT TO SCALE TYPICAL DETAIL - RAISED PLANTER NOT TO SCALE OMA TABLE -TREATMENT (OMA 17) OMA TABLE -TREATMENT (OMA 18) OMA/ AREA POST-PROJECT SURFACE ADJUSTMENT AREAX BMP (SF) SURFACE TYPE RUNOFF FACTOR ADJUSTED FACTOR RUNOFF (SF) OMA/ AREA POST-PROJECT SURFACE ADJUSTMENT AREAX BMP (SF) SURFACE TYPE RUNOFF FACTOR ADJUSTED FACTOR RUNOFF (SF) 17A 2814 ROOF 0.9 1 2533 20A 2033 ROOF 0.9 1 1830 178 211 RIBBON GUTTER 0.9 1 190 208 240 RIBBON GUTTER 0.9 1 216 PERMEABLE PERMEABLE 17C 1003 PAVERS 0.3 1 301 20C 1449 PAVERS 0.3 1 435 TOTAL 3023 20D 106 LANDSCAPE 0.1 1 11 TOTAL 2491 OMA TABLE -TREATMENT (OMA 22) OMA/ AREA POST-PROJECT SURFACE ADJUSTMENT AREAX BMP (SF) SURFACE TYPE RUNOFF FACTOR ADJUSTED FACTOR RUNOFF (SF) 20A 1049 PCC 0.9 1 944 208 738 LANDSCAPE 0 1 1 74 TOTAL 1018 / OMA TABLE -TREATMENT (OMA 19) OMA/ AREA POST-PROJECT SURFACE ADJUSTMENT AREAX BMP (SF) SURFACE TYPE RUNOFF FACTOR ADJUSTED FACTOR RUNOFF (SF) PERMEABLE 21A 1024 PAVERS 0.3 1 307 20B 23 ROOF 0.9 1 21 21C 84 LANDSCAPE 0.1 1 8 TOTAL 336 DMA TABLE DMA# AREA {SF) AREA {AC) BMP 1 997 0.023 BIOFILTRATION RAISED PLANTER {BF-1) 2 722 0.017 BIOFILTRATION RAISED PLANTER (BF-1) 3 429 0.010 BIOFILTRATION RAISED PLANTER {BF-1) 4 403 0.009 BIOFILTRATION RAISED PLANTER {BF-1) 5 404 0.009 BIOFILTRATION RAISED PLANTER {BF-1) 6 611 0.014 BIOFILTRATION RAISED PLANTER {BF-1) 7 723 0.017 BIOFILTRATION RAISED PLANTER (BF-1) 8 531 0.012 BIOFILTRATION RAISED PLANTER {BF-1) 9 997 0.023 BIOFILTRATION RAISED PLANTER {BF-1) 10 722 0.017 BIOFILTRATION RAISED PLANTER (BF-1) 11 429 0.010 BIOFILTRATION RAISED PLANTER {BF-1) 12 403 0.009 BIOFILTRATION RAISED PLANTER {BF-1) 13 404 0.009 BIOFILTRATION RAISED PLANTER (BF-1) 14 611 0.014 BIOFILTRATION RAISED PLANTER {BF-1) 15 723 0.017 BIOFILTRATION RAISED PLANTER {BF-1) 16 531 0.012 BIOFILTRATION RAISED PLANTER {BF-1) 17 4028 0.092 PERVIOUS PAVEMENT (INF-3) 18 3828 0.088 PERVIOUS PAVEMENT (INF-3) 19 1068 0.025 SELF-RETAINING (SD-D) 20 1012 0.023 SELF-RETAINING {SD-D) 21 2034 0.047 SELF-MITIGATING 22 1787 0.041 TREE WELL {SD-A) TOTAL 23397 0.537 OMA/ AREA BMP (SF) 22A 802 20B 23 21C 249 TOTAL OMA TABLE -TREATMENT (OMA 20) POST-PROJECT SURFACE ADJUSTMENT RUNOFF SURFACE TYPE FACTOR FACTOR PERMEABLE PAVERS 0.3 1 ROOF 0.9 1 LANDSCAPE 0.1 1 AREAX ADJUSTED RUNOFF (SF) 241 21 25 286 PASCO LAREY SUITER I ~~~(D)t!~l[~ San Diego I Solana Beach I Orange County Phone 858.259.8212 I www.plsaengineering.com PLSA4070 32 1 5 - 3 2 2 5 T Y L E R S T R E E T CA R L S B A D , C A 9 2 0 0 8 TY L E R S T R E E T H O M E S SCALE: 1/4" = 1'-0" 2' 4'0 8'BUILDING A & B (MIRRORED) ROOF PLAN N cp ~ 0------ @----- ---ti--,--------- @)--- - '"I @)---- 0--- 1·-s· TYP.I I I I I I I I 'J I □ OMA6/14 □ □ :~ ~~~-~1 ~---~---~---~ OMA 5 / 13 □ I I I I L_ ________ _ □ cb I I I I :□ L ______ _ 1.6 cp w g ii: □ 3:12 □ □ 4 ~ cp 3 6 ----------------7 ----- □ 3:12 □ □ □ 9 TYP. I I I I I OMA 7 / 15 TYP. I g □ w I °' I I 3:12 □ □ □ 3:12 3:12 OMA17 □ □ I!_ □ ----------- 6 7 TYP. □ □ I I I I I I I ~ □ ii: ATTIC VENTILATION NOTES: MINIMUM NET VENTILATION AREA REQUIRED: 1;0 VENT AREA REQUIRED: 3,358 SF/ 150 = 22.39 SF 0-HAGIN STANDARD LOW-SLOPE VENTS (ICC ES SBCCl-9605A) NFVA: 86.25 SQ. IN. = .6 SF VENTS REQUIRED: 22.39 SF/ .6 SF= 37 VENTS f cpcp -------7 Di I I 3:12 □ 12 6 ------,--7 □ ¼> i I I I OMA8/16 I I I I I RIDGE □ □ 1'-6" TYP. I I I I I I L_ □ /4) _______ _J_--_ _ _J 1'-6" TYP. □: ____ J 6 3 3 7.5 cb -------0 - ----@ - --------© - --------@ -------0 GENERAL NOTES 1. 2. 3. 4. 5. 6. 7. 8. ALL ROOF MATERIALS TO BE CLASS A FIRE RATED AND TO BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. CONTRACTOR TO VERIFY AND COORDINATE WITH ALL SUBCONTRACTORS, ALL LOCATIONS AND SIZES OF ROOF OPENINGS. PROVIDE 42" GUARDS WHERE APPLIANCES, EQUIPMENT, FANS, ROOF HATCH OPENINGS OR OTHER COMPONENTS THAT REQUIRE SERVICE ARE LOCATED WITHIN 10'-0' OF A ROOF EDGE OR OPEN SIDE OF A WALKING SURFACE. CONTRACTOR TO VERIFY THAT ALL ROOF AREAS HAVE POSITIVE DRAINAGE OF AT LEAST 1/4" I FT. PRIOR TO ROOF INSTALLATION. CONTRACTOR TO VERIFY ALL ROOF DRAIN DEPRESSIONS W/ "S" DRAWINGS. REFER TO "S" DRAWINGS FOR ROOF FRAMINGPENETRATIONS OF FIRE-RESISTIVE WALLS, FLOOR-CEILINGS AND ROOF-CEILINGS SHALL BE PROTECTED AS REQUIRED IN IBC SECTION 714. ALL DIMENSIONS ARE TO THE FACE OF STUD, CONG. PANEL OR GRIDLINE U.N.O. PROVIDE CRICKETS AT ALL ROOF HATCHES AND HVAC EQUIPMENT WHERE ROOF SLOPES PERPENDICULAR TO THE CURBS. 9. FOR TYPICAL ROOF PENETRATIONS, CONTRACTOR TO VERIFY ALL ROOFING CONDITIONS WITH MANUFACTURER AND INSTALLER PRIOR TO INSTALLATION. 10. REFER TO THE PLUMBING DRAWINGS FOR SIZE OF ROOF AND OVERFLOW DRAINS. ROUTING OF DRAINS TO BE AS CLOSE TO THE ROOF AiP SIBLE AT A MIN. 1/8" PER FOOT SLOPE. 11. FOR ROOF PENETRATIONS SEE DETAILS ~ ROOF MOUNTED EQUIPMENT MUST BE SC NED AND ROOF PENETRATIONS SHOULD BE MINIMIZED PER CITY POLICY 80-6. 1 ROOF PLAN LEGEND V ROOF CRICKET -MIN. 1/4" PER FOOT SLOPE BUILT UP TAPERED WOOD MEMBERS EXTERIOR WALL BELOW ROOF □ DOWNSPOUT LOCATION NOTE: RIDGE DIMENSIONS TO TOP OF FINISH ROOFING MATERIAL. TYPICAL ALL. NOTE: SEE SHEETSFOR TYPICAL ROOF DETAILS KEYNOTES (D CLASS A SLOPED COMPOSITE SHINGLE ROOF BY GAF ICC# ESR-3267 (OR EQUIV.) OVER 2 LAYERS ROOF UNDERLAYMENT OVER FRAMING PER STRUCTURAL. R-30 BATT INSULATION. INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. COLOR: DARK GREY. PROVIDE 3:12 SLOPE U.N.O. (D ROOF GUTTER SYSTEM BY AMERIMAX (OR EQUIV.). ALUMINUM, PTD. TO MATCH ADJACENT FACIA BOARD. PROVIDE DOWNSPOUTS ROUTED TO RAISED PLANTERS BELOW PER PLAN. SEE EXTERIOR BUILDING ELEVATIONS SHOWING DOWNSPOUT ROUTING PLAN. © ® SQUARE CORRUGATED DOWNSPOUT LOCATION. ALUMINUM, PTD. TO MATCH ADJACENT STUCCO WALL. PROVIDE ELBOW AND CONCRETE SPASHBLOCK WHERE OUTLET IS IN LANDSCAPING.CONTRACTOR TO INSTALL DOWNSPOUTS AS REQUIRED. OWNER TO APPROVE LOCATIONS PRIOR TO INSTALLATION. SEE EXTERIOR BUILDING ELEVATIONS SHOWING DOWNSPOUT ROUTING PLAN. ROOF CRICKET: SHAPED 2X@ 16" O.C. WITH 1/2" EXTERIOR GRADE PLYWOOD SHEATHING. PROVIDE MIN. 1/4" PER. FT. SLOPE TO ROOF EDGE. PROVIDE A CLASS A, APP MODIFIED BITUMEN MEMBRANE SYSTEM BY MAPEi POLYGLASS (OR EQUIV.) OVER LOW SLOPE CRICKET AND UP 2' MIN. ON ADJACENT SLOPED ROOF SURFACES. PROVIDE CAP@T TO MATCH ADJACENT ROOFING. INSTALL PER MFGR'S RECOMMENDATIONS. SEE DETAIL 11 D DASHED LINE INDICATES LINE OF WALL BELOW @ DECK BELOW-SEE FLOOR PLAN ® ROOF VENT. PROVIDE MIN. 1/160 NFVA OF THE AREA OF THE SPACE BEING VENTILATED. SEE DETAIL@ EXTENTS OF VENTILATED ATTIC BELOW (SHOWN DASHED) @ SOLAR ZONE. POTENTIAL SOLAR PANEL LOCATION (UNDER SEPARATE PERMIT) (@J SKYLIGHT • VELUX 2' X 2' FIXED CURB MOUNTED FCM 2222 TEMPERED GLASS OR EQUAL. UES ER-0199 & FIXED SKYLIGHT NO SCREEN. SEE DETAIL LJU ~ @ ROOF BELOW-SEE FLOOR PLAN & ELEVATIONS @ PORCH SHED ROOF BELOW· SEE FLOOR PLAN & ELEVATIONS CT 2024-0001 SOP 2024-0008 KIRK MOELLER AROHITEOTS, INC. 2888 LOKER AVE. EAST, STE 317 CARLSBAD, CA 92□1 □ KIRK@KMARCHITECTSINC.C□M 76□·814-B 7 28 ALL IDEAS, DESIGNS AND DIRECTION INDICATED WITHIN THESE DRAWINGS ARE THE PROPERTY OF KIRK MOELLER ARCHITECTS, INC. AND ARE INTENDED TO BE ASSOCIATED WITH THIS SPECIFIC PROJECT ONLY AND SHALL NOT OTHERWISE BE USED FOR ANY PURPOSE WHATSOEVER WITHOUT THE WRITTEN CONSENT OF KIRK MOELLER ARCHITECTS, INC. THERE SHALL BE NO CHANGES OR DEVIATIONS FROM THESE DRAWINGS OR ACCOMPANYING SPECIFICATIONS WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. Date: 11-26-24 Project: TYLER ST. HOMES File: A2.4A Revisions: it PLAN CHECK 1-16-25 Sheet Title: BUILDING A&B ROOF PLAN Sheet Number: A2.4A 32 1 5 - 3 2 2 5 T Y L E R S T R E E T CA R L S B A D , C A 9 2 0 0 8 TY L E R S T R E E T H O M E S SCALE: 1/4" = 1'-0" 2' 4'0 8'BUILDING C & D (MIRRORED) ROOF PLAN N 0---- @-- - 2 @----- - _ ________, ©---- ©---- ,--------- 1'-6" TYP.I I I I I I I I 'J I □ DMA 1 /9 □ □ RIDGE :~ ~-~-~-~I □ L_ ________ _ 3 6 cb I I I I 3:12 □ w "' □ cc :□ L ______ _ 1.5 I I I I 3:12 □ 3:12 □ □ 4 3 ----------------7 □ 3:12 □ □ □ 9 TYP. I I I I I ~ DMA2/10 DMA18 3:12 3:12 □ w "' □ cc □ r©'="""---~ □ L_-__________ _ ----- I 8 □ w I cc I I 3:12 □ □ □ I I I I I I I 7 TYP. 3:12 □ □ w "' □ cc ATTIC VENTILATION NOTES: MINIMUM NET VENTILATION AREA REQUIRED: r,; VENT AREA REQUIRED: 3,330 SF/ 150 = 22.2 SF 0-HAGIN STANDARD LOW-SLOPE VENTS (ICC ES SBCCl-9605A) NFVA: 86.25 SQ. IN. = .6 SF VENTS REQUIRED: 22.2 SF/ .6 SF= 37 VENTS 3 -------7 3:12 I I ■ I I I I I □ i I I ------,--1 □ '--0): I I I I DMA 3 / 11 I I I I 9 I 1'-6" TYP. I I I I I I I I I 2 □ L 7 -------- 1 □ DMA4 / 12 □ r© _______ _L __ _J 1'-6" TYP. □: _ ___ J 9.5 -----0 - -----@ --------@ ------© - -----© GENERAL NOTES 1. ALL ROOF MATERIALS TO BE CLASS A FIRE RATED AND TO BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. 2. CONTRACTOR TO VERIFY AND COORDINATE WITH ALL SUBCONTRACTORS, ALL LOCATIONS AND SIZES OF ROOF OPENINGS. 3. PROVIDE 42" GUARDS WHERE APPLIANCES, EQUIPMENT, FANS, ROOF HATCH OPENINGS OR OTHER COMPONENTS THAT REQUIRE SERVICE ARE LOCATED WITHIN 10'-0' OF A ROOF EDGE OR OPEN SIDE OF A WALKING SURFACE. 4. CONTRACTOR TO VERIFY THAT ALL ROOF AREAS HAVE POSITIVE DRAINAGE OF AT LEAST 1/4" / FT. PRIOR TO ROOF INSTALLATION. 5. CONTRACTOR TO VERIFY ALL ROOF DRAIN DEPRESSIONS W/ "S" DRAWINGS. 6. REFER TO "S" DRAWINGS FOR ROOF FRAMINGPENETRATIONS OF FIRE-RESISTIVE WALLS, FLOOR-CEILINGS AND ROOF-CEILINGS SHALL BE PROTECTED AS REQUIRED IN IBC SECTION 714. 7. ALL DIMENSIONS ARE TO THE FACE OF STUD, CONG. PANEL OR GRIDLINE U.N.O. 8. PROVIDE CRICKETS AT ALL ROOF HATCHES AND HVAC EQUIPMENT WHERE ROOF SLOPES PERPENDICULAR TO THE CURBS. 9. FOR TYPICAL ROOF PENETRATIONS, CONTRACTOR TO VERIFY ALL ROOFING CONDITIONS WITH MANUFACTURER AND INSTALLER PRIOR TO INSTALLATION. 10. REFER TO THE PLUMBING DRAWINGS FOR SIZE OF ROOF AND OVERFLOW DRAINS. ROUTING OF DRAINS TO BE AS CLOSE TO THE ROOF AiP SIBLE AT A MIN. 1/8" PER FOOT SLOPE. 11. FOR ROOF PENETRATIONS SEE DETAILS ~ ROOF MOUNTED EQUIPMENT MUST BE SC NED AND ROOF PENETRATIONS SHOULD BE MINIMIZED PER CITY POLICY 80-6. 1 ROOF PLAN LEGEND V ROOF CRICKET -MIN. 1/4" PER FOOT SLOPE BUILT UP TAPERED WOOD MEMBERS EXTERIOR WALL BELOW ROOF □ DOWNSPOUT LOCATION NOTE: RIDGE DIMENSIONS TO TOP OF FINISH ROOFING MATERIAL. TYPICAL ALL. NOTE: SEE SHEETSFOR TYPICAL ROOF DETAILS KEYNOTES (D CLASS A SLOPED COMPOSITE SHINGLE ROOF BY GAF ICC# ESR-3267 (OR EQUIV.) OVER 2 LAYERS ROOF UNDERLAYMENT OVER FRAMING PER STRUCTURAL. R-30 BATT INSULATION. INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. COLOR: DARK GREY. PROVIDE 3:12 SLOPE U.N.O. (D ROOF GUTTER SYSTEM BY AMERIMAX (OR EQUIV.). ALUMINUM, PT□. TO MATCH ADJACENT FACIA BOARD. PROVIDE DOWNSPOUTS ROUTED TO RAISED PLANTERS BELOW PER PLAN. SEE EXTERIOR BUILDING ELEVATIONS SHOWING DOWNSPOUT ROUTING PLAN. © ® SQUARE CORRUGATED DOWNSPOUT LOCATION. ALUMINUM, PTO. TO MATCH ADJACENT STUCCO WALL. PROVIDE ELBOW AND CONCRETE SPASHBLOCK WHERE OUTLET IS IN LANDSCAPING.CONTRACTOR TO INSTALL DOWNSPOUTS AS REQUIRED. OWNER TO APPROVE LOCATIONS PRIOR TO INSTALLATION. SEE EXTERIOR BUILDING ELEVATIONS SHOWING DOWNSPOUT ROUTING PLAN. ROOF CRICKET: SHAPED 2X@ 16" O.C. WITH 1/2" EXTERIOR GRADE PLYWOOD SHEATHING. PROVIDE MIN. 1/4" PER. FT. SLOPE TO ROOF EDGE. PROVIDE A CLASS A, APP MODIFIED BITUMEN MEMBRANE SYSTEM BY MAPEi POLYGLASS (OR EQUIV.) OVER LOW SLOPE CRICKET AND UP 2' MIN. ON ADJACENT SLOPED ROOF SURFACES. PROVIDE CAP@T TO MATCH ADJACENT ROOFING. INSTALL PER MFGR'S RECOMMENDATIONS. SEE DETAIL 11 D DASHED LINE INDICATES LINE OF WALL BELOW @ DECK BELOW-SEE FLOOR PLAN ® ROOF VENT. PROVIDE MIN. 1/150 NFVA OF THE AREA OF THE SPACE BEING VENTILATED. SEE DETAIL@ EXTENTS OF VENTILATED ATTIC BELOW (SHOWN DASHED) @ SOLAR ZONE. POTENTIAL SOLAR PANEL LOCATION (UNDER SEPARATE PERMIT) (@J SKYLIGHT -VELUX 2' X 2' FIXED CURB MOUNTED FCM 2222 TEMPERED GLASS OR EQUAL. UES ER-0199 & FIXED SKYLIGHT NO SCREEN. SEE DETAIL LJU ~ @ ROOF BELOW-SEE FLOOR PLAN & ELEVATIONS @ PORCH SHED ROOF BELOW -SEE FLOOR PLAN & ELEVATIONS CT 2024-0001 SDP 2024-0008 KIRK MOELLER AROHITEOTS, INC. 2888 LOKER AVE. EAST, STE 317 CARLSBAD, CA 92□1 □ KIRK@KMARCHITECTSINC.C□M 760-814-B 7 28 ALL IDEAS, DESIGNS AND DIRECTION INDICATED WITHIN THESE DRAWINGS ARE THE PROPERTY OF KIRK MOELLER ARCHITECTS, INC. AND ARE INTENDED TO BE ASSOCIATED WITH THIS SPECIFIC PROJECT ONLY AND SHALL NOT OTHERWISE BE USED FOR ANY PURPOSE WHATSOEVER WITHOUT THE WRITTEN CONSENT OF KIRK MOELLER ARCHITECTS, INC. THERE SHALL BE NO CHANGES OR DEVIATIONS FROM THESE DRAWINGS OR ACCOMPANYING SPECIFICATIONS WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. Date: 11-26-24 Project: TYLER ST. HOMES File: A2.4C Revisions: it PLAN CHECK 1-16-25 Sheet Title: BUILDING C&D ROOF PLAN Sheet Number: A2.4C 32 1 5 - 3 2 2 5 T Y L E R S T R E E T CA R L S B A D , C A 9 2 0 0 8 TY L E R S T R E E T H O M E S SCALE: 1/4" = 1'-0" 2' 4'0 8'BUILDING A & B (MIRRORED) WEST ELEVATION SCALE: 1/4" = 1'-0" 2' 4'0 8'BUILDING A & B (MIRRORED) NORTH ELEVATION ~ 0 ~ ~ 0 a_ ~ b _, ;;; ' TOP PLATE "' -"" .J.._ F.F.E. 'I'" ,I\ TOP PLATE I 3l '.'i' lg ,, ~ .J.._ F.F.E. 'I'" ,I\ TOP PLATE "' ~ "'' 'r',,-: "' M ro .J.._ 'I'" f:E -..,. "' .J.._ 'I'" "' -';-ro "' 'r',,-: ~ ro I "' ~ 0 -· ' ~ F.F.E. , PAD EL "· TOP PLATE F.F.E. "\ TOP PLATE I ~ 9 - F.F.E. "\ TOP PLATE I 3l 9 - F.F.E. 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I . " ' • v-0> JAMES HARDIE COMPOSITE BOARD © AND BATTEN SIDING MEDIUM GRAY SHINGLE ROOF© PAINTED FASCIA, WHITE TO © MATCH ARTIC WHITE BLACK WINDOW FRAMES TYP. 0 JAMES HARDIE SELECT CEDARMILL ~ LAP SIDING 'q\Z/ JAMES HARDIE COMPOSITE BOARD © AND BATTEN SIDING DECORATIVE DECK GUARDRAIL - PAINTED WHITE WITH SW IRON ORE © TOP CAP JAMES HARDIE COMPOSITE TRIM BOARD JAMES HARDIE SELECT CEDARMILL LAP SIDING WHITEWINDOWTRIM 0 MEDIUM GRAY SHINGLE ROOF© ---- I II I II I - II I II II II II I II I JL I II II I II I I II ' " ~ -• ~ =O= 6 - JAMES HARDIE STRAIGHT EDGE e SHINGLE SIDING DECORATIVE WOOD COLUMN WHITE 0 DECORATIVE WALL SCONCE (D DECORATIVE NATURAL WOOD TONE® FRONT ENTRY DOOR H DECORATIVE EL DORADO STONE FINISH fn\ STACKED STONE-SILVER LINING ~ GENERAL NOTES 1. BUILDING HEIGHT IS MEASURED FROM NEWLY CREATED PAD. 2. F.F.E. = FINISH FLOOR ELEVATION, 3. ALL NOTES ARE TYPICAL. 4, ALL PAINT COLOR CHANGES TO OCCUR AT INSIDE CORNERS U.N.O, 5. ALL PAINT FINISHES ARE TO BE FLAT UNLESS NOTED OTHERWISE. 6. ALL WINDOWS ADJACENT TO STUCCO OR SIDING PROVIDE A 4" WIDE AND 2" DEEP WINDOW TRIM OF THE SAME MATERIAL (STUCCO OR FIBER/CEMENT BOARD). AT LEAST 66% OF WINDOWS/ DOORS SHALL HAVE TRIM THAT PROJECTS A MINIMUM OF 2"', 7. SLIDING WINDOW AND DOORS FRAMES TO BE VINYL 8. GlJTTERS SHALL BE DECORATIVE PAINTED METAL PAINT HATCH LEGEND m COMPOSITE STRAIGHT EDGE SIDING PER COLOR/ MATERIAL SCHEDULE e mm COMPOSITE DECORATIVE HORIZONTAL SIDING PER COLOR/ MATERIAL SCHEDULE @@ D COMPOSITE BOARD & BATTEN SIDING PER COLOR/ MATERIAL SCHEDULE © ~ MEDIUM GRAY TONE COMPOSITE SHINGLE ROOF © ■ STONE PER COLOR/ MATERIAL SCHEDULE ® COLOR/ MATERIAL SCHEDULE e JAMES HARDIE STRAIGHT EDGE SHINGLE SIDING 1ST FLOOR COLOR "1"' AT ALL BUILDINGS: LAST EMBERS @ JAMES HARDIE SELECT CEDARMILL LAP SIDING 2ND AND 3RD FLOORS COLOR "2"' AT BUILDINGS A AND D BOOTHBAY BLUE @ JAMES HARDIE SELECT CEDARMILL LAP SIDING 2ND AND 3RD FLOORS COLOR "3"' AT BUILDINGS BAND C GRAY SLATE JAMES HARDIE COMPOSITE BOARD & BATTEN SIDING, COLOR: ARCTIC WHITE MEDIUM GRAY TONE COMPOSITE SHINGLE ROOF ELDORADO STONE: STACKED STONE-COLOR: SILVER LINING PROVIDE DECORATIVE EL DORADO STONE SPLIT EDGE WAINSCOT SILL CAP-GRAY SKY COLOR © LIGHT PAINT (FASCIA/ TRIM)-COLOR MATCH TO JAMES HARDIE ARCTIC WHITE 0 LIGHT PAINT (ACCENT/ TRIM)-COLOR MATCH TO JAMES HARDIE ARCTIC WHITE © DECORATIVE DECK GUARDRAIL, PAINTED WHITE WITH SW IRON ORE SPINDELS AND TOP CAP ® NATURAL WOOD TONE FRONT DOORS 0 CLEAR RESIDENTIAL GLAZING WITH BLACK FRAMES @ DECORATIVE NATURAL WOOD TONE GARAGE DOOR KEYNOTES (D DECORATIVE BLACK EXTERIOR WALL SCONCE LOCATION, (D BUILDING ADDRESS LOCATION PER CITY OF CARLSBAD STANDARDS, @ 4" WIDE DECORATIVE COMPOSITE WINDOW TRIM. PROJECTS 2"' MINIMUM FROM WINDOW. @ DECORATIVE WOOD COLUMNS @ PROPOSED GUTTER DOWNSPOUT LOCATIONS WHITE TYPICAL @ RAISED BMP PLANTERS PER CIVIL AND LANDSCAPE PLANS. TOURNESOL POWDER COAT FINISNH COLOR SHADOW, TYP. ALL (!) DECORATIVE PAINTED WOOD FEATURE CT 2024-0001 SOP 2024-0008 KIRK MOELLER AROHITEOTS, IND. 2888 LOKER AVE. EAST, STE 317 CARLSBAD, CA 92010 KIRK@KMARCHITECTSINC.O□M 760-814-B 7 28 ALL IDEAS, DESIGNS AND DIRECTION INDICATED WITHIN THESE DRAWINGS ARE THE PROPERTY OF KIRK MOELLER ARCHITECTS, INC. AND ARE INTENDED TO BE ASSOCIATED WITH THIS SPECIFIC PROJECT ONLY AND SHALL NOT OTHERWISE BE USED FOR ANY PURPOSE WHATSOEVER WITHOUT THE WRITTEN CONSENT OF KIRK MOELLER ARCHITECTS, INC. THERE SHALL BE NO CHANGES OR DEVIATIONS FROM THESE DRAWINGS OR ACCOMPANYING SPECIFICATIONS WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. Date: 11-26-24 Project: TYLER ST. HOMES File: A3.1,2A Revisions: it PLAN CHECK 1,16-25 Sheet Tille: BUILDING A&B ELEVATIONS Sheet Number: A3.1A EAST ELEVATION BLDG A. FACADE TRANSPARENCY (BLDG. B MIRROR) SOUTH ELEVATION BLDG A. ALLOWABLE OPENINGS (BLDG. B MIRROR) 32 1 5 - 3 2 2 5 T Y L E R S T R E E T CA R L S B A D , C A 9 2 0 0 8 TY L E R S T R E E T H O M E S SCALE: 1/4" = 1'-0" 2' 4'0 8'BUILDING A & B (MIRRORED) EAST ELEVATION SCALE: 1/4" = 1'-0" 2' 4'0 8'BUILDING A & B (MIRRORED) SOUTH ELEVATION EXTERIOR WALL AREA PER CBC 705.8 215 SF. □ OPENING AREA= 50 SF 25% PROTECTED OPENINGS ALLOWED 5'-10' 23% PROVIDED. ' ' ,, " ' TOP PLATE "2 -,;, .J.._ F.F.E. 'I" ,I\ TOP PLATE I ~ 5' !g _, m .J.._ F.F.E. 'I" ,I\ TOP PLATE "2 ~ ,., ' ,1 00 "' 00 ~ ";" "' .J.._ "-r "2 -;;: .J.._ "-r "2 -~ ~ '!"1 00 "' ., I "' ~ 9 ;... ~ F.F.E. PAD ELEV. TOP PLATE ' F.F.E. "-TOPPLATE I ~ 5' - F.F.E. "-TOPPLATE I ~ 5' - F.F.E. PAD ELEV. 6 I I I I I I I I I I I I I I I I I I I Ill Ill I 11111111111111 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 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 11111111111111111111 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 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 Ill Ill I 11111111111111 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 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 11111111111111111111 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 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 Ill Ill I 11111111111111 I I I I I I I I I I I I I I I I I I I 'I I I I I/? 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' '' ' ' I I I I ' I I I I I I I I I I I I I I I I I I '' """-CJ 4 7 II Ill I I I II I I I II I Ill I I II I I I II I I 1111 Ill I 1111111111111111111 I I '. ----- ------~ ~ '' II II II II II II II II I II II I I I II I I II -II II II II I II I I II I II II I II II I II II I II I II ' .L I'\ I ' II II 1111 I II I II I 111 II II II II II II / II II I II II I I I II I I II ~ • II II ~ . / I II II I II II I II II I II II II ( I I / II II II II II II II 1111 I II I II I 111 II I II II ' II II II II II II I ' I ', II II II II II II I II II I I I II I I II II II II Jl II II ~ I II II II I II II I II I II II I II II I II II II II II II ( I ', II II 1111 II II II II II II II 1111 I II I II I 111 II I II II II II II II II I '.-' " ' " ' " " "' " " ' " " ' " " ' " ' " I 1 1 I -6 9 ~ i ~~~ ~ jy ~ ~ i8 i ~ ~ ~ jy ~ p ,., , -- - - -, ___ -- 2 L■ II II II II II II II ' ~t --------- JAMES HARDIE COMPOSITE BOARD ® AND BATTEN SIDING MEDIUM GRAY SHINGLE ROOF© PAINTED FASCIA-WHITE TO © MATCH ARTIC WHITE BLACK WINDOW FRAMES TYP. 0 JAMES HARDIE COMPOSITE BOARD ® AND BATTEN SIDING DECORATIVE DECK GUARDRAIL - PAINTED WHITE WIIB SW IRON ORE © TOP CAP JAMES HARDIE COMPOSITE TRIM fs\ BOARD-ARCTIC WHITE COLOR 1YP. \V JAMES HARDIE SELECT CEDARMILL ~ LAP SIDING '::::{IC:,/ WHITEWINDOWTRIM 0 MEDIUM GRAY SHINGLE ROOF © JAMES HARDIE STRAIGHT EDGE @ SHINGLE SIDING DECORATIVE WOOD COLUMN WHITE 0 DECORATIVE WALL SCONCE (D DECORATIVE NATURAL WOOD TONE 0 FRONT ENTRY DOOR H DECORATIVE EL DORADO STONE FINISH r.:;\ STACKED STONE-SILVER LINING ~ I I I I 0 I I I I I I I I "' ~ ---- ------ ------ 1YP. (4\ ~ ~ 7 - I --- ----- 3RDFLOOR 2ND FLOOR 1ST FLOOR UPPER FLOOR FINISHED FLOOR TO FINISHED CEILING BUILDING WALL AREA □ FACADE TRANSPARENCY AREA EAST ELEVATION FACADE TRANSPARENCY 2ND FLOOR WALL AREA: 428 S.F. TRANSPARENCY AREA: 114 S.F. (27%) OK 3RDFLOORWALLAREA: 441 S.F. TRANSPARENCY AREA: 110 S.F. (25%) OK GENERAL NOTES 1. BUILDING HEIGHT IS MEASURED FROM NEWLY CREATED PAD. 2. F.F.E. = FINISH FLOOR ELEVATION. 3. ALL NOTES ARE 1YPICAL. 4. ALL PAINT COLOR CHANGES TO OCCUR AT INSIDE CORNERS U.N.O. 5. ALL PAINT FINISHES ARE TO BE FLAT UNLESS NOTED OTHERWISE. 6. ALL WINDOWS ADJACENT TO STUCCO OR SIDING PROVIDE A 4" WIDE AND 2" DEEP WINDOW TRIM OF THE SAME MATERIAL (STUCCO OR FIBER/CEMENT BOARD). AT LEAST 66% OF WINDOWS/ DOORS SHALL HAVE TRIM IBAT PROJECTS A MINIMUM OF 2". 7. SLIDING WINDOW AND DOORS FRAMES TO BE VINYL. 8. GUTTERS SHALL BE DECORATIVE PAINTED METAL. PAINT HATCH LEGEND m COMPOSITE STRAIGHT EDGE SIDING PER COLOR/ MATERIAL SCHEDULE ® mm COMPOSITE DECORATIVE HORIZONTAL SIDING PER COLOR/ MATERIAL SCHEDULE @@ D COMPOSITE BOARD & BATTEN SIDING PER COLOR/ MATERIAL SCHEDULE ® ~ MEDIUM GRAY TONE COMPOSITE SHINGLE ROOF © ■ STONE PER COLOR/ MATERIAL SCHEDULE ® COLOR/ MATERIAL SCHEDULE ® JAMES HARDIE STRAIGHT EDGE SHINGLE SIDING 1ST FLOOR COLOR "1" AT ALL BUILDINGS: LAST EMBERS @ JAMES HARDIE SELECT CEDARMILL LAP SIDING 2ND AND 3RD FLOORS COLOR "2" AT BUILDINGS A AND D BOOTHBAY BLUE @ JAMES HARDIE SELECT CEDARMILL LAP SIDING 2ND AND 3RD FLOORS COLOR "3" AT BUILDINGS BAND C GRAY SLATE ® JAMES HARDIE COMPOSITE BOARD & BATTEN SIDING -COLOR: ARCTIC WHITE © MEDIUM GRAY TONE COMPOSITE SHINGLE ROOF ® ELDORADO STONE: STACKED STONE-COLOR: SILVER LINING PROVIDE DECORATIVE EL DORADO STONE SPLIT EDGE WAINSCOT SILL CAP-GRAY SKY COLOR © LIGHT PAINT (FASCIAI TRIM)-COLOR MATCH TO JAMES HARDIE ARCTIC WHITE 0 LIGHT PAINT (ACCENT/ TRIM)-COLOR MATCH TO JAMES HARDIE ARCTIC WHITE © DECORATIVE DECK GUARDRAIL -PAINTED WHITE WITH SW IRON ORE SPINDELS AND TOP CAP 0 NATURAL WOOD TONE FRONT DOORS 0 CLEAR RESIDENTIAL GLAZING WITH BLACK FRAMES @ DECORATIVE NATURAL WOOD TONE GARAGE DOOR KEYNOTES (D DECORATIVE BLACK EXTERIOR WALL SCONCE LOCATION. (D BUILDING ADDRESS LOCATION PER Cl1Y OF CARLSBAD STANDARDS. @ 4" WIDE DECORATIVE COMPOSITE WINDOW TRIM. PROJECTS 2" MINIMUM FROM WINDOW. @ DECORATIVE WOOD COLUMNS @ PROPOSED GUTTER DOWNSPOUT LOCATIONS WHITE 1YPICAL @ RAISED BMP PLANTERS PER CIVIL AND LANDSCAPE PLANS. TOURNESOL POWDER COAT FINISNH COLOR SHADOW. 1YP. ALL (!) DECORATIVE PAINTED WOOD FEATURE CT 2024-0001 SOP 2024-0008 KIRK MOELLER AROHITEOTS, IND. 2888 LOKER AVE. EAST, STE 317 CARLSBAD, CA 92010 KIRK@KMARCHITECTSINC.O□M 760-814-8 7 28 ALL IDEAS, DESIGNS AND DIRECTION INDICATED WITHIN THESE DRAWINGS ARE THE PROPERTY OF KIRK MOELLER ARCHITECTS, INC. AND ARE INTENDED TO BE ASSOCIATED WITH THIS SPECIFIC PROJECT ONLY AND SHALL NOT OTHERWISE BE USED FOR ANY PURPOSE WHATSOEVER WITHOUT THE WRITTEN CONSENT OF KIRK MOELLER ARCHITECTS, INC. THERE SHALL BE NO CHANGES OR DEVIATIONS FROM THESE DRAWINGS OR ACCOMPANYING SPECIFICATIONS WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. Date: 11-26-24 Project: 1YLER ST. HOMES File: A3.1-2A Revisions: it PLAN CHECK 1-16-25 Sheet Title: BUILDING A&B ELEVATIONS Sheet Number: A3.2A WEST ELEVATION BLDG C. ALLOWABLE OPENINGS (BLDG. D MIRROR) 32 1 5 - 3 2 2 5 T Y L E R S T R E E T CA R L S B A D , C A 9 2 0 0 8 TY L E R S T R E E T H O M E S SCALE: 1/4" = 1'-0" 2' 4'0 8'BUILDING C & D (MIRRORED) WEST ELEVATION SCALE: 1/4" = 1'-0" 2' 4'0 8'BUILDING C & D (MIRRORED) NORTH ELEVATION EXTERIOR WALL AREA PER CBC 705.8 185 SF. □ OPENING AREA= 18 SF 25% PROTECTED OPENINGS ALLOWED 5°-1 0' 10% PROVIDED. ' TOP PLATE ~ -'" ~ F.F.E. 'I" , '\ TOP PLATE I fl\ '.i' !g _o ~ ~ F.F.E. 'I" , '\ TOP PLATE I "' ~ 9 "" ~ ~ ~-F.F.E. 'r'I "' ~ 'r' ~ 'r' ,J-, PAD ELEV. TOP PLATE F.F.E. , TOPPLATE I fl\ 5' - F.F.E. , TOPPLATE I fl\ 5' - F.F.E. PAD ELEV. 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" • • v-0> --- JAMES HARDIE COMPOSITE BOARD © AND BATTEN SIDING MEDIUM GRAY SHINGLE ROOF© PAINTED FASCIA-WHITE TO © MATCH ARTIC WHITE BLACK WINDOW FRAMES TYP. 0 JAMES HARDIE SELECT CEDARMILL ~ LAP SIDING 'C{v::::J JAMES HARDIE COMPOSITE BOARD © AND BATTEN SIDING DECORATIVE DECK GUARDRAIL - PAINTED WHITE WITH SW IRON ORE © TOP CAP JAMES HARDIE COMPOSITE TRIM f6' BOARD -ARCTIC WHITE COLOR TYP. V:,/ JAMES HARDIE SELECT CEDARMILL ~ LAP SIDING 'C{v::::J WHITE WINDOW TRIM 0 ---- II II II I - I II I I II II II I -..L I II II II I I " ~~ ~ -~-6 -- JAMES HARDIE STRAIGHT EDGE @ SHINGLE SIDING DECORATIVE WOOD COLUMN WHITE 0 DECORATIVE WALL SCONCE (D DECORATIVE NATURAL WOOD TONE® FRONT ENTRY DOOR H DECORATIVE EL DORADO STONE FINISH fn\ STACKED STONE-SILVER LINING ~ GENERAL NOTES 1. BUILDING HEIGHT IS MEASURED FROM NEWLY CREATED PAD. 2. F.F.E. = FINISH FLOOR ELEVATION. 3. ALL NOTES ARE TYPICAL. 4. ALL PAINT COLOR CHANGES TO OCCUR AT INSIDE CORNERS U.N.O. 5. ALL PAINT FINISHES ARE TO BE FLAT UNLESS NOTED OTHERWISE. 6. ALL WINDOWS ADJACENT TO STUCCO OR SIDING PROVIDE A 4" WIDE AND 2" DEEP WINDOW TRIM OF THE SAME MATERIAL (STUCCO OR FIBER/CEMENT BOARD). AT LEAST 66% OF WINDOWS/ DOORS SHALL HAVE TRIM TliAT PROJECTS A MINIMUM OF 2". 7. SLIDING WINDOW AND DOORS FRAMES TO BE VINYL. 8. GlJTTERS SHALL BE DECORATIVE PAINTED METAL. PAINT HATCH LEGEND m COMPOSITE STRAIGHT EDGE SIDING PER COLOR/ MATERIAL SCHEDULE @ mm COMPOSITE DECORATIVE HORIZONTAL SIDING PER COLOR/ MATERIAL SCHEDULE @@ D COMPOSITE BOARD & BATTEN SIDING PER COLOR/ MATERIAL SCHEDULE © ~ MEDIUM GRAY TONE COMPOSITE SHINGLE ROOF © ■ STONE PER COLOR/ MATERIAL SCHEDULE ® COLOR/ MATERIAL SCHEDULE @ JAMES HARDIE STRAIGHT EDGE SHINGLE SIDING 1ST FLOOR COLOR "1" AT ALL BUILDINGS: LAST EMBERS @ JAMES HARDIE SELECT CEDARMILL LAP SIDING 2ND AND 3RD FLOORS COLOR "2" AT BUILDINGS A AND D BOOTHBAY BLUE @ JAMES HARDIE SELECT CEDARMILL LAP SIDING 2ND AND 3RD FLOORS COLOR "3" AT BUILDINGS BAND C GRAY SLATE © JAMES HARDIE COMPOSITE BOARD & BATTEN SIDING -COLOR ARCTIC WHITE © MEDIUM GRAY TONE COMPOSITE SHINGLE ROOF ® ELDORADO STONE: STACKED STONE-COLOR: SILVER LINING PROVIDE DECORATIVE EL DORADO STONE SPLIT EDGE WAINSCOT SILL CAP-GRAY SKY COLOR © LIGHT PAINT (FASCIA/ TRIM)-COLOR MATCH TO JAMES HARDIE ARCTIC WHITE 0 LIGHT PAINT (ACCENT/ TRIM)-COLOR MATCH TO JAMES HARDIE ARCTIC WHITE © DECORATIVE DECK GUARDRAIL-PAINTED WHITE WITH SW IRON ORE SPINDELS AND TOP CAP ® NATURAL WOOD TONE FRONT DOORS 0 CLEAR RESIDENTIAL GLAZING WITH BLACK FRAMES @ DECORATIVE NATURAL WOOD TONE GARAGE DOOR KEYNOTES (D DECORATIVE BLACK EXTERIOR WALL SCONCE LOCATION. (D BUILDING ADDRESS LOCATION PER CITY OF CARLSBAD STANDARDS. @ 4" WIDE DECORATIVE COMPOSITE WINDOW TRIM. PROJECTS 2" MINIMUM FROM WINDOW. @ DECORATIVE WOOD COLUMNS @ PROPOSED GUTTER DOWNSPOUT LOCATIONS WHITE TYPICAL @ RAISED BMP PLANTERS PER CIVIL AND LANDSCAPE PLANS. TOURNESOL POWDER COAT FINISNH COLOR SHADOW. TYP. ALL (!) DECORATIVE PAINTED WOOD FEATURE CT 2024-0001 SOP 2024-0008 KIRK MOELLER AROHITEOTS, IND. 2888 LOKER AVE. EAST, STE 317 CARLSBAD, CA 92010 KIRK@KMARCHITECTSINC.O□M 760-814-B 7 28 ALL IDEAS, DESIGNS AND DIRECTION INDICATED WITHIN THESE DRAWINGS ARE THE PROPERTY OF KIRK MOELLER ARCHITECTS, INC. AND ARE INTENDED TO BE ASSOCIATED WITH THIS SPECIFIC PROJECT ONLY AND SHALL NOT OTHERWISE BE USED FOR ANY PURPOSE WHATSOEVER WITHOUT THE WRITTEN CONSENT OF KIRK MOELLER ARCHITECTS, INC. THERE SHALL BE NO CHANGES OR DEVIATIONS FROM THESE DRAWINGS OR ACCOMPANYING SPECIFICATIONS WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. Date: 11-26-24 Project: TYLER ST. HOMES File: A3.1-2C Revisions: it PLAN CHECK 1-16-25 Sheet Title: BUILDING C&D ELEVATIONS Sheet Number: A3.1C SOUTH ELEVATION BLDG C. ALLOWABLE OPENINGS (BLDG. D MIRROR) 32 1 5 - 3 2 2 5 T Y L E R S T R E E T CA R L S B A D , C A 9 2 0 0 8 TY L E R S T R E E T H O M E S SCALE: 1/4" = 1'-0" 2' 4'0 8'BUILDING C & D (MIRRORED) EAST ELEVATION SCALE: 1/4" = 1'-0" 2' 4'0 8'BUILDING C & D (MIRRORED) SOUTH ELEVATION EXTERIOR WALL AREA PER CBC 705.8 215 SF. □ OPENING AREA= 50 SF 25% PROTECTED OPENINGS ALLOWED 5'-10' 23% PROVIDED. u.. 0 0 "' u.. 0 a_ 0 I- b ' ;.,; . . !g ·' m ~ 'I" se TOP PLATE F.F.E. TOP PLATE F.F.E. ill 9 ;.. TOP PLATE F.F.E. PAD ELEV. TOP PLATE F.F.E. , TOPPLATE I ~ 9 ;.. F.F.E. , TOPPLATE I ill 9 ;.. ~ F.F.E. '1" I'. PAD ELEV . 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 I I I I I I I I I I I I I I I I Ill Ill I 11111111111111 I I I I I I I I I I I I I II 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 I I I I I I I I I I I I I I I I I 11111111111111111111 I I I I I I I I I I I I I I 11 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 I I I I I I I I I I I I I I I I I Ill Ill I 11111111111111 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 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 11111111111111111111 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 1 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 Ill Ill I 11111111111111 I I I I I I I I I I I I I I I II 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 •II I " 31 I I I I I I I I I I I I I I I I 11111111111111111111 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 11111 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 II/ 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 11 I I I I I I I I I I I I I I I I I I I I I I I I II 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 ' II I I I I I I I I I I I I I I I I I I I II I I I I I I I I I I I I I ' ~ --jf-,_,, .• ~ ' ---I I I I I I I I I I I I I I I II '' ' '' '' '' ' '' 11 11 7iUr jf- ,:.---II II ' '' '' '' ' '' '·- 11 11 II Et t II ------- -r ~ -,---~ - - -r r II U II II 11 =-r.IIu I 11 ,-- - -r r ------II l,._.11 II II u ~ c=~ ~ ----~ ------- - ,_ - - --------- -----------I -, I -··. TYP. ' ' r , I r , I ,,----.._ { . \ 4 ~ I I I I - B E E B I I \AD.5/ E E I ~ ~ ~ ~ ~ I r-o, _,r,O J 5 / = TYP. -7> , ------------ I ------------ I Ill II Ill I I II I II I I II 1 111 II I II 1 1 II II I II 1 I I II I Ill I 1 1 II I II II 1 11 I I II 11 I II I II I II II I II Ill I II II I 1 1 II I II II I Ill II II " II II I I II II II I 11 111 I II II I 1 1 II I II /II "' II I II 111 II II I II II II I I II II II I I II II II II 11111 II II II II II II II II II II II II 11111 II II I II II II I I II II II II I II I II Ill II Ill II Ill II II II 111111 II II II II II II II II I I II II II II I II I II Ill II Ill II Ill II II II 111111 II II II 111111 I ~ JL II II ~~ ~ ~ I ~ 11 I I I 11 I I I II I I 11 11 11 11 111 I I I I 11 I I I I ~ ;;r II II er II II I I II I II II r I II I II I II ' " " ' " "' ' " ~ ~ i ~ ~ ~ 6 § § ~ ------------------------------i-------------------------- --------- I I I I I I /2\ TYP~V I I I I I I I I \ I au I I I I I 111111111111111 I I I I Ill I I I I I I I I I I " I " I -\ ' • --- --- /4\ ~ TYP 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 "' II 1 ~ ~ ~ ~ f--f-- ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ I 11 I I I I i~ I I I I I ___ I ~ ----~-------\ II I II II II I II II II I II II II II II II II II II II II Ill II I I I I I I I I I I I I I I I I 1 I I". ~ II ----f-- □ II I II I I II II II II II I II II I II II II I II II I II I II II II II II II II I I - - - -f-II • II r11 L-1 II II II II II II II II I II II II 111 I I II \ \ - -I 12 """"'3 - -f-- -I 1 I I I 111 I I 111111111111111111111 -~I I I I I I I I I I I I I I I I I I I II Ill 1111111111 1 1111 I I II I II 1 I I I I I 1111111111111 I II I I I I I I I I I ! 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I I I I I I I I I I I - ---f-1---t IILJI II 11 " " □ 7 I- JAMES HARDIE COMPOSITE BOARD ® AND BATTEN SIDING MEDIUM GRAY SHINGLE ROOF © PAINTED FASCIA-WHITE TO © MATCH ARTIC WHITE BLACK WINDOW FRAMES TYP. 0 ~ ~~~;~;~=======::::::::::::====~f~,~~~~9~~~ 9 ~~~~~~~~-------JAMES HARDIE COMPOSITE BOARD® ;:: AND BATTEN SIDING I LU-~-------DECORATIVE DECK GUARDRAIL-1-PAINTEDWHITEWITHSWIRONORE © TOP CAP ~~~~~~~~~~ - - - -=====================lL----------=~-=-=--=:--::----JAMES HARDIECOMPOSITTRIM '8' BOARD· ARCTIC WHITE COLOR TYP. \V JAMES HARDIE SELECT CEDARMILL ~ LAP SIDING v::::{v::::.J - - - f-- WHITE WINDOW TRIM 0 - ---- I~ II II I II II II II II I II II II II II II I II II I II II II II II I II II II ) I I ·-I I J I I ·-I I ~ ~ ~ JAMES HARDIE STRAIGHT EDGE ® SHINGLE SIDING DECORATIVE WOOD COLUMN WHITE 0 I I II Ill II II I II I II II II II I I II I II I II I II II I II II I II II II I ~ II \ II I II II II II II I II II I II II II J I I I I I II II 6 II II II I II II II II II II II II II II II I II RAISED PLANTER 81-0" , II II 11 11. u Ml\ \ I II II II II II II II II I II II II ,~ IP II II II I I II I , II I II II II I II I II II II II II I II I II II II II I II II II II I I I II " ' ' " .. ~ .. ~1111 1 111 1~ RECESSED PLANTER 3'-011 6' , , ELECTRIC GEAR 5'-0" LOW VOLT 6" 3'-0" 6" ,. , , I I I I I 6 DECORATIVE EL DORADO STONE FINISH ® STACKED STONE· SILVER LINING D --- PLANTER GENERAL NOTES 1. BUILDING HEIGHT IS MEASURED FROM NEWLY CREATED PAD. 2. F.F.E. = FINISH FLOOR ELEVATION. 3. ALL NOTES ARE TYPICAL. 4. ALL PAINT COLOR CHANGES TO OCCUR AT INSIDE CORNERS U.N.O. 5. ALL PAINT FINISHES ARE TO BE FLAT UNLESS NOTED OTHERWISE. 6. ALL WINDOWS ADJACENT TO STUCCO OR SIDING PROVIDE A 4" WIDE AND 2" DEEP WINDOW TRIM OF THE SAME MATERIAL (STUCCO OR FIBER/CEMENT BOARD). AT LEAST 66% OF WINDOWS/ DOORS SHALL HAVE TRIM TliAT PROJECTS A MINIMUM OF 2", 7. SLIDING WINDOW AND DOORS FRAMES TO BE VINYL 8. GUTTERS SHALL BE DECORATIVE PAINTED METAL PAINT HATCH LEGEND m COMPOSITE STRAIGHT EDGE SIDING PER COLOR/ MATERIAL SCHEDULE ® mm COMPOSITE DECORATIVE HORIZONTAL SIDING PER COLOR/ MATERIAL SCHEDULE @@ D COMPOSITE BOARD & BATTEN SIDING PER COLOR/ MATERIAL SCHEDULE ® ~ MEDIUM GRAY TONE COMPOSITE SHINGLE ROOF © ■ STONE PER COLOR/ MATERIAL SCHEDULE ® COLOR/ MATERIAL SCHEDULE ® JAMES HARDIE STRAIGHT EDGE SHINGLE SIDING 1ST FLOOR COLOR "1" AT ALL BUILDINGS: LAST EMBERS @ JAMES HARDIE SELECT CEDARMILL LAP SIDING 2ND AND 3RD FLOORS COLOR "2" AT BUILDINGS A AND D BOOTHBAY BLUE @ JAMES HARDIE SELECT CEDARMILL LAP SIDING 2ND AND 3RD FLOORS COLOR "3" AT BUILDINGS BAND C GRAY SLATE ® JAMES HARDIE COMPOSITE BOARD & BATTEN SIDING· COLOR: ARCTIC WHITE © MEDIUM GRAY TONE COMPOSITE SHINGLE ROOF ® ELDORADO STONE: STACKED STONE-COLOR: SILVER LINING PROVIDE DECORATIVE EL DORADO STONE SPLIT EDGE WAINSCOT SILL CAP-GRAY SKY COLOR © LIGHT PAINT (FASCIAI TRIM)-COLOR MATCH TO JAMES HARDIE ARCTIC WHITE 0 LIGHT PAINT (ACCENT/ TRIM)-COLOR MATCH TO JAMES HARDIE ARCTIC WHITE © DECORATIVE DECK GUARDRAIL· PAINTED WHITE WITH SW IRON ORE SPINDELS AND TOP CAP 0 NATURAL WOOD TONE FRONT DOORS 0 CLEAR RESIDENTIAL GLAZING WITH BLACK FRAMES @ DECORATIVE NATURAL WOOD TONE GARAGE DOOR KEYNOTES (D DECORATIVE BLACK EXTERIOR WALL SCONCE LOCATION. (D BUILDING ADDRESS LOCATION PER CITY OF CARLSBAD STANDARDS. @ 4" WIDE DECORATIVE COMPOSITE WINDOW TRIM. PROJECTS 2" MINIMUM FROM WINDOW. @ DECORATIVE WOOD COLUMNS @ PROPOSED GUTTER DOWNSPOUT LOCATIONS WHITE TYPICAL @ RAISED BMP PLANTERS PER CIVIL AND LANDSCAPE PLANS. TOURNESOL POWDER COAT FINISNH COLOR SHADOW. TYP. ALL (!) DECORATIVE PAINTED WOOD FEATURE CT 2024-0001 SOP 2024-0008 KIRK MOELLER AROHITEOTS, INC. 2888 LOKER AVE. EAST, STE 317 CARLSBAD, CA 92010 KIRK@KMAROHITEOTSINC.O□M 760-814-B 7 28 ALL IDEAS, DESIGNS AND DIRECTION INDICATED WITHIN THESE DRAWINGS ARE THE PROPERTY OF KIRK MOELLER ARCHITECTS, INC. AND ARE INTENDED TO BE ASSOCIATED WITH THIS SPECIFIC PROJECT ONLY AND SHALL NOT OTHERWISE BE USED FOR ANY PURPOSE WHATSOEVER WITHOUT THE WRITTEN CONSENT OF KIRK MOELLER ARCHITECTS, INC. THERE SHALL BE NO CHANGES OR DEVIATIONS FROM THESE DRAWINGS OR ACCOMPANYING SPECIFICATIONS WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. Date: 11-26-24 Project: TYLER ST. HOMES File: A3.1-2C Revisions: it PLAN CHECK 1-16-25 Sheet Title: BUILDING C&D ELEVATIONS Sheet Number: A3.2C 0-------r---------------- i D llec====l' ----------------7 r------- D i ! □ IJ.-====l.1 I I I I -------7---++-- □ i ------0 ®----------t-,---------I I J.-====11 I ---------7 - -- -----@ □ ! e--------------tt: : □ I I □ □ □ I □ I -~~1 : [8l '---'---'--------' I I [I] □ □ □ □ □ I I I I I [8l □ [8l: □ [8l [8l □ □ □ I I I I I I I I I L_ ------0 @------- ----+-. g i □□ E D □□ □ rc=□=====±;;-- -------@ :□ □ D □ □: 0----- --+--lli=iitl-L _______ --------------------------------------------_______ J ---tJ,===rl-~ - - - -----0 I U...--~--~ ---'---------<~ I I I I I I (j) I I ! I I ! I I ! l'lil'mnWlil',l I I I cb 11===1•~ B ~18 ~:::11====11181 ~ 811 ~===1======1 B l===:::I B ~11===11 11 11 11 11 11 11 11 II 11 11 II I II I II D D ' ' I I I I I I ' ' I I I I I I llll.l!:!:l:~;:;1..1 I ==1 ....... ~r,11 I I I I I I I I I I ' ' I 11 I 11 f cp I 0------,--------------------------------7 □ □ @------,---------' □ □ I I I @-------- --H ,J □ [gJ] □: I+-'--------------- [I] □ □ I □ □ I ~~~~• : [gJ] I ~~~~. □ □ □ [gl ,--------------7 □ Di I J=====i==ill I I I I I I □ [gJ]: □ I I [gJ] I □ I I I I I L7 I I I ~ 8 ~ 811 1==:::11~==1 B ~1181 ~===11~====11811 ~ 8 ~• ------0 ----------@ 11 I -------€) I 11 I I II I B ' ' I I I I I I I I I I I I I I I I ' ' I B D D 11 Appendix K: Forms and Checklists K-2 Sept. 2021 Harvest and Use Feasibility Checklist Form K-7 1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season? Toilet and urinal flushing Landscape irrigation Other:______________ 2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. [Provide a summary of calculations here] 3. Calculate the DCV using worksheet B-2.1. DCV = __________ (cubic feet) 3a. Is the 36 hour demand greater than or equal to the DCV?  Yes /  No 3b. Is the 36 hour demand greater than 0.25DCV but less than the full DCV?  Yes /  No 3c. Is the 36 hour demand less than 0.25DCV?  Yes Harvest and use appears to be feasible. Conduct more detailed evaluation and sizing calculations to confirm that DCV can be used at an adequate rate to meet drawdown criteria. Harvest and use may be feasible. Conduct more detailed evaluation and sizing calculations to determine feasibility. Harvest and use may only be able to be used for a portion of the site, or (optionally) the storage may need to be upsized to meet long term capture targets while draining in longer than 36 hours. Harvest and use is considered to be infeasible. Is harvest and use feasible based on further evaluation?  Yes, refer to Appendix E to select and size harvest and use BMPs.  No, select alternate BMPs. Note: 36-hour demand calculations are for feasibility analysis only. Once feasibility analysis is complete the applicant may be allowed to use a different drawdown time provided they meet the 80% annual capture standard (refer to B.4.2) and 96-hour vector control drawdown requirement. X X Toilet and urinal flushing = 12 res. units x 4.0 residents / unit x 9.3 Gal / resident * 1.5 (1day/36hrs) = 670 Gal Landscape irrigation = 0.7 AC * 1,470 Gal/AC/36hr = 103 Gal Total = 670 Gal + 103 Gal = 773 Gal = 104 Cu Ft 689 (total) X X X X v----------D I J',.... . 1t 1t ~ ¢::l ¢:I □ □ □ 1.f) Trash Capture BMP Design Calculations DMA 18 (Driveway Inlet) Flow draining to REM TRITON TDAM12(5)-PERF-FTC trash capture device C = 0.69 I = 4.71 in/hr 1-yr 1-hr per City of Carlsbad BMP Design Manal Appendix J A = 0.180 acres Q = 0.58 cfs REM TRITON TDAM12(5)-PERF-FTC selected with max. treatment rate of 0.65 cfs per specification sheet attached 0.65 cfs > 0.58 cfs; therefore ok DMA 19 (North Inlet) Flow draining to REM TRITON TDAM12(5)-PERF-FTC trash capture device C = 0.26 I = 4.71 in/hr 1-yr 1-hr per City of Carlsbad BMP Design Manal Appendix J A = 0.032 acres Q = 0.04 cfs REM TRITON TDAM12(5)-PERF-FTC selected with max. treatment rate of 0.65 cfs per specification sheet attached 0.65 cfs > 0.04 cfs; therefore ok DMA 20 (South Inlet) Flow draining to REM TRITON TDAM12(5)-PERF-FTC trash capture device C = 0.26 I = 4.71 in/hr 1-yr 1-hr per City of Carlsbad BMP Design Manal Appendix J A = 0.031 acres Q = 0.04 cfs REM TRITON TDAM12(5)-PERF-FTC selected with max. treatment rate of 0.65 cfs per specification sheet attached 0.65 cfs > 0.04 cfs; therefore ok Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name 1 2 3 4 5 6 7 8 9 10 unitless 2 85th Percentile 24-hr Storm Depth 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 964 711 416 391 394 590 711 531 964 711 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) 33 11 13 12 10 21 12 0 33 11 sq-ft 6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10) sq-ft 7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14) sq-ft 8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23) sq-ft 9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30) sq-ft 10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? No No No No No No No No No No yes/no 11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) sq-ft 12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft 13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft 14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft 15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14) sq-ft 16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23) sq-ft 17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft 18 Number of Tree Wells Proposed per SD-A # 19 Average Mature Tree Canopy Diameter ft 20 Number of Rain Barrels Proposed per SD-E # 21 Average Rain Barrel Size gal 22 Total Tributary Area 997 722 429 403 404 611 723 531 997 722 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.87 0.89 0.88 0.88 0.88 0.87 0.89 0.90 0.87 0.89 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.87 0.89 0.88 0.88 0.88 0.87 0.89 0.90 0.87 0.89 unitless 26 Initial Design Capture Volume 42 31 18 17 17 26 31 23 42 31 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 0 0 0 0 0 0 0 0 sq-ft 28 Total Pervious Dispersion Area 0 0 0 0 0 0 0 0 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.87 0.89 0.88 0.88 0.88 0.87 0.89 0.90 0.87 0.89 unitless 32 Design Capture Volume After Dispersion Techniques 42 31 18 17 17 26 31 23 42 31 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.87 0.89 0.88 0.88 0.88 0.87 0.89 0.90 0.87 0.89 unitless 36 Final Effective Tributary Area 867 643 378 355 356 532 643 478 867 643 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 0 0 0 0 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 42 31 18 17 17 26 31 23 42 31 cubic-feet False False Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0) Dispersion Area, Tree Well & Rain Barrel Inputs (Optional) Standard Drainage Basin Inputs Results Tree & Barrel Adjustments Initial Runoff Factor Calculation Dispersion Area Adjustments No Warning Messages Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name 1 2 3 4 5 6 7 8 9 10 unitless 2 85th Percentile Rainfall Depth 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 inches 3 Predominant NRCS Soil Type Within BMP Location B B B B B B B B B B unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted Restricted Restricted Restricted Restricted Restricted Restricted Restricted Restricted Restricted unitless 5 Nature of Restriction Structures Structures Structures Structures Structures Structures Structures Structures Structures Structures unitless 6 Do Minimum Retention Requirements Apply to this Project? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes yes/no 7 Are Habitable Structures Greater than 9 Stories Proposed? No No No No No No No No No No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis? No No No No No No No No No No yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 4.5% 4.5% 4.5% 4.5% 4.5% 4.5% 4.5% 4.5% 4.5% 4.5% percentage 12 Fraction of DCV Requiring Retention 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ratio 13 Required Retention Volume 1 1 0 0 0 1 1 0 1 1 cubic-feet False False Automated Worksheet B.2: Retention Requirements (V2.0) Advanced Analysis Basic Analysis Result No Warning Messages Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name 1 2 3 4 5 6 7 8 9 10 sq-ft 2 Design Infiltration Rate Recommended 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in/hr 3 Design Capture Volume Tributary to BMP 42 31 18 17 17 26 31 23 42 31 cubic-feet 4 Is BMP Vegetated or Unvegetated? Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated unitless 5 Is BMP Impermeably Lined or Unlined? Lined Lined Lined Lined Lined Lined Lined Lined Lined Lined unitless 6 Does BMP Have an Underdrain? Underdrain Underdrain Underdrain Underdrain Underdrain Underdrain Underdrain Underdrain Underdrain Underdrain unitless 7 Does BMP Utilize Standard or Specialized Media? Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard unitless 8 Provided Surface Area 48 32 22 22 22 30 32 22 48 32 sq-ft 9 Provided Surface Ponding Depth 8 8 8 8 8 8 8 8 8 8 inches 10 Provided Soil Media Thickness 21 21 21 21 21 21 21 21 21 21 inches 11 Provided Gravel Thickness (Total Thickness) 7 7 7 7 7 7 7 7 7 7 inches 12 Underdrain Offset 3 3 3 3 3 3 3 3 3 3 inches 13 Diameter of Underdrain or Hydromod Orifice (Select Smallest) 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 inches 14 Specialized Soil Media Filtration Rate in/hr 15 Specialized Soil Media Pore Space for Retention unitless 16 Specialized Soil Media Pore Space for Biofiltration unitless 17 Specialized Gravel Media Pore Space unitless 18 Volume Infiltrated Over 6 Hour Storm 0 0 0 0 0 0 0 0 0 0 cubic-feet 19 Ponding Pore Space Available for Retention 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 20 Soil Media Pore Space Available for Retention 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 unitless 21 Gravel Pore Space Available for Retention (Above Underdrain) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 22 Gravel Pore Space Available for Retention (Below Underdrain) 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 23 Effective Retention Depth 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 inches 24 Fraction of DCV Retained (Independent of Drawdown Time) 0.21 0.19 0.23 0.24 0.24 0.22 0.19 0.18 0.21 0.19 ratio 25 Calculated Retention Storage Drawdown Time 120 120 120 120 120 120 120 120 120 120 hours 26 Efficacy of Retention Processes 0.23 0.21 0.25 0.26 0.26 0.24 0.21 0.20 0.23 0.21 ratio 27 Volume Retained by BMP (Considering Drawdown Time) 10 7 4 4 4 6 7 5 10 7 cubic-feet 28 Design Capture Volume Remaining for Biofiltration 32 24 14 13 13 20 24 18 32 24 cubic-feet 29 Max Hydromod Flow Rate through Underdrain 0.6754 0.6754 0.6754 0.6754 0.6754 0.6754 0.6754 0.6754 0.6754 0.6754 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 607.82 911.73 1,326.15 1,326.15 1,326.15 972.51 911.73 1,326.15 607.82 911.73 in/hr 31 Soil Media Filtration Rate per Specifications 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 in/hr 32 Soil Media Filtration Rate to be used for Sizing 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 in/hr 33 Depth Biofiltered Over 6 Hour Storm 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 inches 34 Ponding Pore Space Available for Biofiltration 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 unitless 35 Soil Media Pore Space Available for Biofiltration 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 unitless 36 Gravel Pore Space Available for Biofiltration (Above Underdrain) 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 37 Effective Depth of Biofiltration Storage 13.80 13.80 13.80 13.80 13.80 13.80 13.80 13.80 13.80 13.80 inches 38 Drawdown Time for Surface Ponding 2 2 2 2 2 2 2 2 2 2 hours 39 Drawdown Time for Effective Biofiltration Depth 3 3 3 3 3 3 3 3 3 3 hours 40 Total Depth Biofiltered 43.80 43.80 43.80 43.80 43.80 43.80 43.80 43.80 43.80 43.80 inches 41 Option 1 - Biofilter 1.50 DCV: Target Volume 49 37 20 19 19 30 37 28 49 37 cubic-feet 42 Option 1 - Provided Biofiltration Volume 49 37 20 19 19 30 37 28 49 37 cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 24 18 10 9 9 15 18 14 24 18 cubic-feet 44 Option 2 - Provided Storage Volume 24 18 10 9 9 15 18 14 24 18 cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 48 Deficit of Effectively Treated Stormwater 0 0 0 0 0 0 0 0 0 0 cubic-feet Retention Calculations Automated Worksheet B.3: BMP Performance (V2.0) False False BMP Inputs Biofiltration Calculations False False False False Result False False No Warning Messages Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name 11 12 13 14 15 16 17 18 19 20 unitless 2 85th Percentile 24-hr Storm Depth 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 inches 3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 416 391 394 590 711 531 3,025 2,273 23 23 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) 1,003 1,449 1,024 802 sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) 13 12 10 21 12 0 0 106 84 249 sq-ft 6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10) sq-ft 7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14) sq-ft 8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23) sq-ft 9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30) sq-ft 10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? No No No No No No No No No No yes/no 11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) sq-ft 12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft 13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft 14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft 15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14) sq-ft 16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23) sq-ft 17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft 18 Number of Tree Wells Proposed per SD-A # 19 Average Mature Tree Canopy Diameter ft 20 Number of Rain Barrels Proposed per SD-E # 21 Average Rain Barrel Size gal 22 Total Tributary Area 429 403 404 611 723 531 4,028 3,828 1,131 1,074 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.88 0.88 0.88 0.87 0.89 0.90 0.75 0.65 0.30 0.27 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.88 0.88 0.88 0.87 0.89 0.90 0.75 0.65 0.30 0.27 unitless 26 Initial Design Capture Volume 18 17 17 26 31 23 146 120 16 14 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 0 0 0 0 0 0 0 0 sq-ft 28 Total Pervious Dispersion Area 0 0 0 0 0 0 0 0 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.88 0.88 0.88 0.87 0.89 0.90 0.75 0.65 0.30 0.27 unitless 32 Design Capture Volume After Dispersion Techniques 18 17 17 26 31 23 146 120 16 14 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.88 0.88 0.88 0.87 0.89 0.90 0.75 0.65 0.30 0.27 unitless 36 Final Effective Tributary Area 378 355 356 532 643 478 3,021 2,488 339 290 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 0 0 0 0 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 18 17 17 26 31 23 146 120 16 14 cubic-feet False False Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0) Dispersion Area, Tree Well & Rain Barrel Inputs (Optional) Standard Drainage Basin Inputs Results Tree & Barrel Adjustments Initial Runoff Factor Calculation Dispersion Area Adjustments No Warning Messages Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name 11 12 13 14 15 16 17 18 19 20 unitless 2 85th Percentile Rainfall Depth 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 inches 3 Predominant NRCS Soil Type Within BMP Location B B B B B B B B B B unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted Restricted Restricted Restricted Restricted Restricted Unrestricted Unrestricted Unrestricted Unrestricted unitless 5 Nature of Restriction Structures Structures Structures Structures Structures Structures n/a n/a n/a n/a unitless 6 Do Minimum Retention Requirements Apply to this Project? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes yes/no 7 Are Habitable Structures Greater than 9 Stories Proposed? No No No No No No No No No No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis? No No No No No No Yes Yes Yes Yes yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer 0.218 0.218 0.218 0.218 in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 0.000 0.000 0.000 0.000 0.000 0.218 0.218 0.218 0.218 in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 4.5% 4.5% 4.5% 4.5% 4.5% 4.5% 39.7% 39.7% 39.7% 39.7% percentage 12 Fraction of DCV Requiring Retention 0.02 0.02 0.02 0.02 0.02 0.02 0.32 0.32 0.32 0.32 ratio 13 Required Retention Volume 0 0 0 1 1 0 47 38 5 4 cubic-feet False False Automated Worksheet B.2: Retention Requirements (V2.0) Advanced Analysis Basic Analysis Result No Warning Messages Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name 11 12 13 14 15 16 17 18 19 20 sq-ft 2 Design Infiltration Rate Recommended 0.000 0.000 0.000 0.000 0.000 0.000 0.218 0.218 0.218 0.218 in/hr 3 Design Capture Volume Tributary to BMP 18 17 17 26 31 23 146 120 16 14 cubic-feet 4 Is BMP Vegetated or Unvegetated? Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated Vegetated Unvegetated Vegetated unitless 5 Is BMP Impermeably Lined or Unlined? Lined Lined Lined Lined Lined Lined Unlined Unlined Unlined Unlined unitless 6 Does BMP Have an Underdrain? Underdrain Underdrain Underdrain Underdrain Underdrain Underdrain No Underdrain No Underdrain No Underdrain No Underdrain unitless 7 Does BMP Utilize Standard or Specialized Media? Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard unitless 8 Provided Surface Area 22 22 22 30 32 22 1,638 1,885 1,406 1,598 sq-ft 9 Provided Surface Ponding Depth 8 8 8 8 8 8 0 0 0 0 inches 10 Provided Soil Media Thickness 21 21 21 21 21 21 0 0 0 0 inches 11 Provided Gravel Thickness (Total Thickness) 7 7 7 7 7 7 6 6 6 6 inches 12 Underdrain Offset 3 3 3 3 3 3 inches 13 Diameter of Underdrain or Hydromod Orifice (Select Smallest) 4.00 4.00 4.00 4.00 4.00 4.00 inches 14 Specialized Soil Media Filtration Rate in/hr 15 Specialized Soil Media Pore Space for Retention unitless 16 Specialized Soil Media Pore Space for Biofiltration unitless 17 Specialized Gravel Media Pore Space unitless 18 Volume Infiltrated Over 6 Hour Storm 0 0 0 0 0 0 146 120 16 14 cubic-feet 19 Ponding Pore Space Available for Retention 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 unitless 20 Soil Media Pore Space Available for Retention 0.05 0.05 0.05 0.05 0.05 0.05 0.25 0.25 0.40 0.25 unitless 21 Gravel Pore Space Available for Retention (Above Underdrain) 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.40 0.40 0.40 unitless 22 Gravel Pore Space Available for Retention (Below Underdrain) 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 23 Effective Retention Depth 2.25 2.25 2.25 2.25 2.25 2.25 2.40 2.40 2.40 2.40 inches 24 Fraction of DCV Retained (Independent of Drawdown Time) 0.23 0.24 0.24 0.22 0.19 0.18 3.24 4.14 18.58 23.83 ratio 25 Calculated Retention Storage Drawdown Time 120 120 120 120 120 120 11 11 11 11 hours 26 Efficacy of Retention Processes 0.25 0.26 0.26 0.24 0.21 0.20 #N/A #N/A #N/A #N/A ratio 27 Volume Retained by BMP (Considering Drawdown Time) 4 4 4 6 7 5 #N/A #N/A #N/A #N/A cubic-feet 28 Design Capture Volume Remaining for Biofiltration 14 13 13 20 24 18 #N/A #N/A #N/A #N/A cubic-feet 29 Max Hydromod Flow Rate through Underdrain 0.6754 0.6754 0.6754 0.6754 0.6754 0.6754 0.0000 0.0000 0.0000 0.0000 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 1,326.15 1,326.15 1,326.15 972.51 911.73 1,326.15 0.00 0.00 0.00 0.00 in/hr 31 Soil Media Filtration Rate per Specifications 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 in/hr 32 Soil Media Filtration Rate to be used for Sizing 5.00 5.00 5.00 5.00 5.00 5.00 0.00 0.00 0.00 0.00 in/hr 33 Depth Biofiltered Over 6 Hour Storm 30.00 30.00 30.00 30.00 30.00 30.00 0.00 0.00 0.00 0.00 inches 34 Ponding Pore Space Available for Biofiltration 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 unitless 35 Soil Media Pore Space Available for Biofiltration 0.20 0.20 0.20 0.20 0.20 0.20 0.00 0.00 0.00 0.00 unitless 36 Gravel Pore Space Available for Biofiltration (Above Underdrain) 0.40 0.40 0.40 0.40 0.40 0.40 0.00 0.00 0.00 0.00 unitless 37 Effective Depth of Biofiltration Storage 13.80 13.80 13.80 13.80 13.80 13.80 0.00 0.00 0.00 0.00 inches 38 Drawdown Time for Surface Ponding 2 2 2 2 2 2 0 0 0 0 hours 39 Drawdown Time for Effective Biofiltration Depth 3 3 3 3 3 3 0 0 0 0 hours 40 Total Depth Biofiltered 43.80 43.80 43.80 43.80 43.80 43.80 0.00 0.00 0.00 0.00 inches 41 Option 1 - Biofilter 1.50 DCV: Target Volume 20 19 19 30 37 28 #N/A #N/A #N/A #N/A cubic-feet 42 Option 1 - Provided Biofiltration Volume 20 19 19 30 37 28 #N/A #N/A #N/A #N/A cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 10 9 9 15 18 14 #N/A #N/A #N/A #N/A cubic-feet 44 Option 2 - Provided Storage Volume 10 9 9 15 18 14 #N/A #N/A #N/A #N/A cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 1.00 1.00 1.00 1.00 1.00 1.00 #N/A #N/A #N/A #N/A ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements? Yes Yes Yes Yes Yes Yes #N/A #N/A #N/A #N/A yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor) 1.00 1.00 1.00 1.00 1.00 1.00 #N/A #N/A #N/A #N/A ratio 48 Deficit of Effectively Treated Stormwater 0 0 0 0 0 0 #N/A #N/A #N/A #N/A cubic-feet Biofiltration Calculations False False False False Result False False No Warning Messages Retention Calculations Automated Worksheet B.3: BMP Performance (V2.0) False False BMP Inputs Surface Volume Drawdown Calculation for DMA 17 Project Name Tyle Street Homes Project No 4070 Total Drawdown Time: 12.8 hr Surface Area 1406 sq ft Surface Volume (See Calc Below) 281 cu ft Infiltration underlying soil (Design) 0.1875 in/hr Q soil 0.006 cfs Pervious Paver BMP Storage Volume Storage Layer Surface Area: 1406 sq ft Storage Layer Thickness: 6 in Void Ratio: 40 % Storage Volume: 281 cu ft Surface Volume Drawdown Calculation for DMA 18 Project Name Tyle Street Homes Project No 4070 Total Drawdown Time: 12.8 hr Surface Area 1598 sq ft Surface Volume (See Calc Below) 320 cu ft Infiltration underlying soil (Design) 0.1875 in/hr Q soil 0.007 cfs Pervious Paver BMP Storage Volume Storage Layer Surface Area: 1598 sq ft Storage Layer Thickness: 6 in Void Ratio: 40 % Storage Volume: 320 cu ft Surface Volume Drawdown Calculation for DMA-19 Project Name Tyle Street Homes Project No 4070 Total Drawdown Time: 12.8 hr Surface Area 593 sq ft Surface Volume (See Calc Below) 119 cu ft *Infiltration underlying soil (Design) 0.1875 in/hr Q soil 0.003 cfs Pervious Paver BMP Storage Volume Storage Layer Surface Area: 593 sq ft Storage Layer Thickness: 6 in Void Ratio: 40 % Storage Volume: 119 cu ft Surface Volume Drawdown Calculation for DMA-20 Project Name Tyle Street Homes Project No 4070 Total Drawdown Time: 12.8 hr Surface Area 593 sq ft Surface Volume (See Calc Below) 119 cu ft *Infiltration underlying soil (Design) 0.1875 in/hr Q soil 0.003 cfs Pervious Paver BMP Storage Volume Storage Layer Surface Area: 593 sq ft Storage Layer Thickness: 6 in Void Ratio: 40 % Storage Volume: 119 cu ft Infiltration Feasibility Condition Report 111 29 January 2024 Mr. John Norum Job No. 23-14403 KMJ Real Estate 2888 Loker Avenue East, Suite 220 Carlsbad, CA 92010 Subject: Infiltration Feasibility Condition Tyler Street Homes 3215-3225 Tyler Street Carlsbad, California Dear Mr. Norum: In accordance with your request and our work agreement of November 21, 2023, Geotechnical Exploration, Inc. has prepared this letter regarding the infiltration feasibility conditions at the subject property. Our infiltration feasibility evaluation is based on the findings and opinions in our “Report of Preliminary Geotechnical Investigation,” dated January 29, 2024, review of the geologic map for the subject property, review of the USDA Web Soil Survey, our infiltration testing results, as well as our past experience with materials similar to those encountered at the site. In preparation of this letter, we also reviewed the Site Plan prepared by Kirk Moeller Architects, dated January 15, 2024. It is our understanding that the existing single-story structures and adjacent parking area are to be removed to construct 12 three-story residential structures consisting of four triplexes, as well as BMPs and associated improvements. Refer to Figure No. I, Vicinity Map, for the location of the site. Refer to the Plot Plan and Site-Specific Geologic Map, Figure No. II, for proposed site development and other information. 4~~-Geotechnical Exploration, Inc. SOIL AND FOUNDATION ENGINEERING • GROUNDWATER • ENGINEERING GEOLOGY 7420 TRADE STREET• SAN DIEGO, CA. 92121 • (858) 549-7222 • FAX: (858) 549-1604 • EMAIL: geotech@gei-sd.com Tyler Street Homes Job No. 23-14403 Carlsbad, California Page 2 Currently, the site is occupied by four (4) single-story residential structures with associated exterior improvements, a shed structure, a concrete driveway, a parking area, and some mature vegetation. The site has remained relatively unchanged and no additional grading has occurred since our preliminary investigation. The property is approximately 0.51-acre in size (22,345 square feet). The relatively level square lot descends slightly to the northeast, with site elevations ranging from 44 feet above Mean Sea Level (MSL) along the eastern property line to approximately 46 feet above MSL at the western property line. Information concerning approximate elevations across the site was obtained from a Topographic Survey Map by PLSA Engineering dated August, 10, 2022. This map has also been utilized for the Plot Plan and Site- Specific Geologic Map, Figure No. II. The Geologic Map of the Oceanside 30'x60' Quadrangle, California by Kennedy and Tan, 2007, indicates that the subject site is located in an area underlain by Quaternary (late to middle Pleistocene) Old Paralic Deposits Unit 6-7 (Qop6-7) described as “Poorly sorted, moderately permeable, reddish-brown, interfingered strandline, beach, estuarine and colluvial deposits composed of siltstone, sandstone and conglomerate.” The encountered soil profile in the tested areas of the property consists of approximately 1 foot of silty sand fill soils overlying the Old Paralic Deposits, Unit 6-7 (Qop6-7) formational materials. According to the USDA Web Soil Survey, the on-site soils across the entire subject site is mapped as belonging to Hydrologic Group B, described as “soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission.” Refer to Appendix A, USDA Web Soil Survey Map. i i Tyler Street Homes Job No. 23-14403 Carlsbad, California Page 3 We performed preliminary water infiltration testing on November 30, 2023, for the design of the potential storm water infiltration BMPs associated with the current development and improvements. Two infiltration test borings were excavated outside the footprint of the proposed residential structures where accessible. Based on the prepared plans, we understand that this is the most feasible location on the property. The field investigation consisted of a surface reconnaissance for the potential of infiltration BMPs on the subject property and a subsurface exploration program using hand tools to investigate the subsurface soils. The two borings (INF- 1 and INF-2) for percolation testing were excavated into the formational materials to a depth of 3.5 feet. Based on our laboratory test results of the silty sand (SM) formational materials, 24% (INF-1) and 25% (INF-2) of the soils passed the No. 200 sieve (ASTM D1140-17). Testing at INF-1 revealed falling head rates of 10.0 minutes/inch. The percolation test rate result for INF-1 was converted to an infiltration rate using the Porchet Method, and indicates an infiltration rate of 0.514-inch/hour, with temperature correction and without a factor of safety applied. Testing at INF-2 revealed falling head rates of 14.286 minutes/inch. The percolation test rate result for INF-2 was converted to an infiltration rate using the Porchet Method, and indicates an infiltration rate of 0.357-inch/hour, with temperature correction and without a factor of safety applied. It is our opinion this infiltration rate reflects the rates consistent with the site. Refer to Appendix B for percolation test rate and percolation rate to infiltration rate conversion calculations. Based on review of our previous geotechnical report for the site dated October 19, 2023, the current conceptual site plan, our recent site observations and water infiltration testing results, as well as our past experience with materials similar to those encountered at the site, it is our professional opinion that the design of full or partial storm water infiltration BMPs is not considered feasible on the subject site. i i Tyler Street Homes Job No. 23-14403 Carlsbad, California Page 4 Our conclusion is also based upon the 2023 City of Carlsbad BMP Design Manual, Appendix D, Section D.1 “Analysis of Infiltration Restrictions” and the following considerations for geotechnical analysis of infiltration restrictions:  Section D.1, Table D.1-1, of the above referenced BMP Design Manual Appendices states restrictions for consideration “BMP is within 10’ of Structures/Tanks/Walls.” As such, we recommend the proposed infiltration be placed at least 10 feet from structures (foundations) and walls. Based on the proposed plans, this restriction consideration cannot be resolved.  Section D.1, Table D.1-1, of the above referenced BMP Design Manual Appendices states restrictions for consideration “BMP is within 10’ of Sewer Utilities.” As such, we recommend the proposed infiltration be placed at least 10 feet from sewer utilities. Based on the proposed plans, this restriction consideration cannot be resolved.  Section D.1, Table D.1-1, of the above referenced BMP Design Manual Appendices states restrictions for consideration “BMP is within 10’ of underground Utilities.” As such, we recommend the proposed infiltration be placed at least 10 feet from underground utilities. Based on the proposed plans, this restriction consideration cannot be resolved. Based on the proposed plans and conditions presented above, we recommend that a stormwater retention and treatment be designed for the subject site and discharged to an approved drainage facility. In addition, we recommend that any proposed storm water BMP basin in the planned location be lined with a minimum of 30-mil LDPE impermeable liner. i i Tyler Street Homes Job No. 23-14403 Carlsbad, California Page 5 This opportunity to be of continued service is sincerely appreciated. If you have any questions concerning this matter, please contact our office. Reference to our Job No. 23-14403 will help to expedite a response to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. _______________________________ ______________________________ Jaime A. Cerros, P.E. Steve Osetek, Project Geologist Senior Geotechnical Engineer R.C.E. 34422/G.E. 2007 cc: Mr. Kirk Moeller, Kirk Moeller Architect VICINITY MAP Proposed Tyler Street Homes 3215-3225 Tyler Street Carlsbad, CA. Figure No. I Job No. 23-14403 SITE Thomas Guide San Diego County Edition pg 1106-E6 PACIFIC OCEAN w ~ KNOWLES AV _ _j_ci ?ii Ul D• U ::,0 U.. o "VISA¼:,,., w LJ. 0 0 ~•J a: w ~~I-' s: a:o.. ~~ POINT 2 SCENl1 3 LOREl 4 SAND Geotechnical Exploration, Inc. Approximate Location of Proposed Structures INF-1 Approximate Location of Infiltration Test INF-1 INF-2 HP-2 HP-3 HP-1 Approximate Location of Exploratory HandpitHP-6 HP-4 HP-5 HP-6 Artificial FillQaf Qop Very Old Paralic Deposits Units 6-76-7 GEOLOGIC LEGEND Qaf Qop 6-7 Qaf Qop6-7 Qaf Qop 6-7 Qaf Qop6-7 Proposed Tyler Street Homes 3215-3225 Tyler Street Carlsbad, CA. Figure No. II Job No. 23-14403 LEGEND PLOT PLAN AND SITE SPECIFIC GEOLOGIC MAP REFERENCE: This Plot Plan is not to be used for legal purposes. Locations and dimensions are approximate. Actual property dimensions and locations of utilities may be obtained from the Approved Building Plans or the “As-Built” Grading Plans.REFERENCE: This Plot Plan was prepared from a CONCEPTUAL SITE PLAN by KIRK MOELLER ARCHITECTS, INC. dated 1-15-24 on-site field reconnaissance performed by GEI.January 2024 N GRAPHIC SCALE 1” = 20’ ( approximate ) 0 10 20 4030 TYLER STREET 23-14403-INF-1-26-24 _j_ __ _ -~ CONCEPTUAL SITE PLAN PROPOSED BIKE RACK (E) F.H. PROPOSED SIDEWALK ~- ------------ PROPOSED BIKE RACK PROPOSED SIDEWALK (E) POWER POLE -1 -~, ~ llRKMOl':LURA•CHIHCT~.IHC. ~-BWUIIAVE.U.IIT,GTEHO CARL.&BAO,CA;iiOIO KIR,c@KHARCHIT'l:CT■IO<C.COM ?MH1l4••1H I r I wr~,--~~6ttaL , ~ I 1 en W ~I :ii!:~ ;I 0 w ffi :::C ~ i1 1-~::g ~I w(/)o QI W O:::N ~ ~ Wal ~w~ 0:: ..J <( ~ ;::'.i I~ :;;! 1->-0 91 ~ I~ ;i:: ,,.. ~ --w IQ >-v, '° C u_ ~ ~ 11,111N<( ::::l:J~ I.I. N CD e!: W M (/) "' ,----7 , ...I w I 1 ...J IO 0::: EXISTING ~ I I D >-N <( AUTOMOTIVE § I : I-M O FACILITY w 1 Q I I I Datt: 1-\>24 I L-P--- Prqed: TYLERST.HOMES I I a. I RIY!lionl: I g i I SITE I 1' PLAN I -A1.1 I i ::1~~LD~NJi -~ 7GAA7\Gc-.;, N -_..-N ~=====~ ----,:;--,,--- nr 1x-1 1 11 11 . i_..':l ,..,..-~-I I I _ ____ I I I<:: _ I I I ----I L ~'"!~ •I f--;:~ ~E~_:;- 1 I ----I I I<:. -I I I I ~ ::c1 ~ ..:J feC:: I I I 13'-11''-t I IT 11·-~· II 4'-0' 12'f ~ -a 7 I m z --< ~ ! i I I I I I§ I~ I n'l I "l ~ ril 1z 0 i' ~ c:,I ~ en c:: ~ ~ m -., m "' a: ~ "' ~ en :::; m JLqr-a ·-•o IL II]., .. '"" I D I< -I"~""'"'~~ ~ '~--;;:;:;,;., UNIT12 ~ I +/-2, 176 SF i \¼ ~PIC)J, C ' 1----- 1 L ___ _ ~ "j ____ ---OF LAND I ... ~ _;.11 __ _ PRIVATE YARD ~ ~ -.,, 13~-10· !a ~ ~ • EXISTING SELF STORAGE BUILDING ~ -~:a ~ Geotechnical Exploration, Inc. APPENDIX A USDA WEB SOIL SURVEY MAP Hy d r o l o g i c S o i l G r o u p — S a n D i e g o C o u n t y A r e a , C a l i f o r n i a (T yl e r S t r e e t H o m e s , C a r l s b a d ) Na t u r a l R e s o u r c e s Co n s e r v a t i o n S e r v i c e We b S o i l S u r v e y Na t i o n a l C o o p e r a t i v e S o i l S u r v e y 11 / 1 4 / 2 0 2 3 Pa g e 1 o f 4 36687503668760366877036687803668790366880036688103668820 36687503668760366877036687803668790366880036688103668820 46 7 6 3 0 46 7 6 4 0 46 7 6 5 0 46 7 6 6 0 46 7 6 7 0 46 7 6 8 0 46 7 6 9 0 46 7 7 0 0 46 7 7 1 0 46 7 7 2 0 46 7 7 3 0 46 7 6 3 0 46 7 6 4 0 46 7 6 5 0 46 7 6 6 0 46 7 6 7 0 46 7 6 8 0 46 7 6 9 0 46 7 7 0 0 46 7 7 1 0 46 7 7 2 0 46 7 7 3 0 33 ° 9 ' 2 7 ' ' N 117° 20' 49'' W 33 ° 9 ' 2 7 ' ' N 117° 20' 45'' W 33 ° 9 ' 2 5 ' ' N 117° 20' 49'' W 33 ° 9 ' 2 5 ' ' N 117° 20' 45'' W N Ma p p r o j e c t i o n : W e b M e r c a t o r C o r n e r c o o r d i n a t e s : W G S 8 4 E d g e t i c s : U T M Z o n e 1 1 N W G S 8 4 0 25 50 10 0 15 0Fe e t 0 5 1 0 20 30Me t e r s Ma p S c a l e : 1 : 5 1 9 i f p r i n t e d o n A l a n d s c a p e ( 1 1 " x 8 . 5 " ) s h e e t . So i l M a p m a y n o t b e v a l i d a t t h i s s c a l e . MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 19, Aug 30, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 14, 2022—Mar 17, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—San Diego County Area, California (Tyler Street Homes, Carlsbad) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/14/2023 Page 2 of 4 □ □ ( i l l l l I □ □ □ □ □ □ □ □ □ l l : □ ■ ■ Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI MlC Marina loamy coarse sand, 2 to 9 percent slopes B 0.5 100.0% Totals for Area of Interest 0.5 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—San Diego County Area, California Tyler Street Homes, Carlsbad Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/14/2023 Page 3 of 4USDA = Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—San Diego County Area, California Tyler Street Homes, Carlsbad Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/14/2023 Page 4 of 4~ APPENDIX B PERCOLATION TEST RATE AND PERCOLATION RATE TO INFILTRATION RATE CONVERSION CALCULATIONS 1125 1135 10 26.000 27.500 1.500 6.667 1135 1145 10 26.200 27.300 1.100 9.091 1145 1155 10 26.000 26.900 0.900 11.111 1155 1205 10 26.000 27.000 1.000 10.000 1205 1215 10 26.000 27.100 1.100 9.091 1215 1225 10 26.000 27.000 1.000 10.000 Date Excavated: 11/30/23 Depth of Test Hole:42" Percolation Test Sheet Project Name: Tyler Street Homes Tested By: SO Project No. 23-14403 Soil Classification: SM Falling Head Rate (min/inches) Test Hole No: INF-1 Test Hole Dia: 6" Initial Time (Minutes)Final Time (Minutes)Time interval (minutes) Initial Water Level (inches) Final Water Level (inches) Change in water (inches) 1128 1138 10 25.500 27.300 1.800 5.556 1138 1148 10 26.000 27.500 1.500 6.667 1148 1158 10 26.000 27.200 1.200 8.333 1158 1208 10 25.500 26.600 1.100 9.091 1208 1218 10 25.800 26.600 0.800 12.500 1218 1228 10 26.000 26.700 0.700 14.286 Date Excavated: 11/30/23 Depth of Test Hole: 42" Percolation Test Sheet Project Name: Tyler Street Homes Tested By: SO Project No. 23-14403 Soil Classification: SM Falling Head Rate (min/inches) Test Hole No: INF-2 Test Hole Dia: 6" Initial Time (Minutes)Final Time (Minutes)Time interval (minutes) Initial Water Level (inches) Final Water Level (inches) Change in water (inches) 1 42 10 26.000 27.500 16.000 14.500 1.500 15.250 3 270 335 0.806 2 42 10 26.200 27.300 15.800 14.700 1.100 15.250 3 198 335 0.591 3 42 10 26.000 26.900 16.000 15.100 0.900 15.550 3 162 341 0.475 4 42 10 26.000 27.000 16.000 15.000 1.000 15.500 3 180 340 0.529 5 42 10 26.000 27.100 16.000 14.900 1.100 15.450 3 198 339 0.584 6 42 10 26.000 27.000 16.000 15.000 1.000 15.500 3 180 340 0.529 in/hr °F ft2/s °F ft2/s in/hr 0.529 0.514Temperature Corrected Infiltration Rate: 58Average Daily Mean Temperature During Rainfall Months: Typical Rainfall Months: November to April 0.000012439Kinematic Viscosity of Water at 58°F (µTypical ): Kinematic Viscosity of Water at 60°F (µTest ):0.00001208 60 Initial Infiltration Rate (K test ): SITE LOCATION: 3215-3225 Tyler Streett, Carlsbad, CA TEST NO. INF-1 TEMPERATURE CORRECTED INFILTRATION RATE JOB NUMBER: 23-14403 JOB NAME: Tyler Street Homes Temperature During Percolation Testing: REVIEWED BY: JAC USCS SOIL CLASSIFICATION: SM Test No. EB Depth (inches) Δt (min) Water Depth 1 (inches) Water Depth 2 (inches) H 1 (inches) H 2 (inches) ΔH (inches) H avg (inches) r radius (inches) ΔHX60 Xr Δt*(r+2 h avg) In. Inf. rate (in/hr) CALCULATED BY: SO DIAMETER OF TEST HOLE: 6" PERCOLATION RATE TO INFILTRATION RATE CONVERSION PORCHET METHOD TEST DATE: Novemeber 30, 2023 TEST METHOD: Percolation Test TEMPERATURE: 60°F DEPTH OF TEST HOLE: 42" Initial Infiltration Rate: =∆×× ∆ Corrected Infiltration Rate: T= T× (µ µ ) I ( ) I I --I ~ Geotechnical Exploration, Inc. ~ 1 42 10 25.500 27.300 16.500 14.700 1.800 15.600 3 324 342 0.947 2 42 10 26.000 27.500 16.000 14.500 1.500 15.250 3 270 335 0.806 3 42 10 26.000 27.200 16.000 14.800 1.200 15.400 3 216 338 0.639 4 42 10 25.500 26.600 16.500 15.400 1.100 15.950 3 198 349 0.567 5 42 10 25.800 26.600 16.200 15.400 0.800 15.800 3 144 346 0.416 6 42 10 26.000 26.700 16.000 15.300 0.700 15.650 3 126 343 0.367 in/hr °F ft2/s °F ft2/s in/hr CALCULATED BY: SO DIAMETER OF TEST HOLE: 6" PERCOLATION RATE TO INFILTRATION RATE CONVERSION PORCHET METHOD TEST DATE: Novemeber 30, 2023 TEST METHOD: Percolation Test TEMPERATURE: 60°F DEPTH OF TEST HOLE: 42" REVIEWED BY: JAC USCS SOIL CLASSIFICATION: SM Test No. EB Depth (inches) Δt (min) Water Depth 1 (inches) Water Depth 2 (inches) H 1 (inches) H 2 (inches) ΔH (inches) Typical Rainfall Months: November to April H avg (inches) r radius (inches) ΔHX60 Xr Δt*(r+2 h avg) In. Inf. rate (in/hr) Initial Infiltration Rate (K test ):0.367 TEMPERATURE CORRECTED INFILTRATION RATE Temperature During Percolation Testing:60 Kinematic Viscosity of Water at 60°F (µTest ):0.00001208 Average Daily Mean Temperature During Rainfall Months:58 Kinematic Viscosity of Water at 58°F (µTypical ):0.000012439 Temperature Corrected Infiltration Rate: 0.357 JOB NUMBER: 23-14403 JOB NAME: Tyler Street Homes SITE LOCATION: 3215-3225 Tyler Streett, Carlsbad, CA TEST NO. INF-2 Initial Infiltration Rate: =∆×× ∆ Corrected Infiltration Rate: T= T× (µ µ ) I ( ) I I --I ~ Geotechnical Exploration, Inc. ~ 20 January 2025 (REVISED 22 January 2025) Mr. John Norum Job No. 23-14403 KMJ Real Estate 2888 Locker Avenue East, Suite 200 Carlsbad, CA 92010 Subject: Civil Grading Plan Review Tyler Street Homes 3215-3225 Tyler Street Carlsbad California Dear Mr. Norum: As requested by Eric Asari with Pasco Laret and Suiter (PLSA), we have reviewed the latest civil plans (undated) for the subject project, and prepared by PLSA showing details for the driveway and pedestrian, and walkways to be constructed with pavers, and other details for runoff water infiltration and site drainage. The undated reviewed plans include seven sheets (SH-1 through SH-7) have been reviewed from a geotechnical engineering viewpoint to verify adequate conformance with our geotechnical recommendations presented in our preliminary geotechnical report for the project dated January 29, 2024, as well as comments made via emails with the same objective. Furthermore, and as requested, we are including with this letter Appendix A that presents Form D as an attachment of the Infiltration Testing, performed at the subject site as described in our report Infiltration Feasibility Conditions, dated January 29, 2024. We understand that in the alley area, concrete pavers are required, and the pavement cross- section shown in the plans has been recommended by our firm. Based on methodology by ASCE and the Structural Design of Interlocking Concrete Pavement for Municipal Street and Roads, by ICPI, and using a conservatively estimated R-value of 25 and traffic index of 5, we recommend the following: For the vehicular paver pavement, the cross section should consist of at least 3-1/8 thick concrete pavers; on 1.0 inch minimum of sand bedding type ASTM No.8; on 6 inches of crushed rock gravel type ASTM No.57; on 4 inches of ASTM gravel No.2 (ASTM C-33), on properly compacted 12 inches of subgrade soils. For the pedestrian paver pavement, the cross section should consist of at least 2-3/8 thick concrete pavers; on 1.0 inch minimum of sand bedding type ASTM No.8; on 6 inches of crushed rock gravel type ASTM No.57; on 2 inches of ASTM gravel No.2 (ASTM C-33), on properly compacted 12 inches of subgrade soils. 4~~-Geotechnical Exploration, Inc. SOIL AND FOUNDATION ENGINEERING • GROUNDWATER • ENGINEERING GEOLOGY 7420 TRADE STREET• SAN DIEGO, CA. 92121 • (858) 549-7222 • FAX: (858) 549-1604 • EMAIL: geotech@gei-sd.com Tyler Street Homes Job No. 23-14403 Carlsbad, California Page 2 The gravel base and subbase layer and subgrade soils for both vehicular and pedestrian cross sections shall be compacted to at least 95 percent relative compaction. The sand bedding material shall be vibrated with the paver blocks after these are set on the bedding sand. Sand type ASTM 8 shall also fill the voids between the blocks. Concrete curbs shall be installed to prevent lateral movement of the concrete pavers. A copy of our preliminary geotechnical report and this letter should be provided to all pertinent contractors involved with the soil preparation and foundation construction. Any grading should be performed per the city approved plans and grading ordinance, and per the recommendations presented in our geotechnical report. Should you have any questions, please feel free to call our office. Reference to our Job No. 23-14403 will expedite a response to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. ______________________________ _____________________________ Jaime A. Cerros, P.E. Richard A. Cerros, P.E. R.C.E. 34422/G.E. 2007 R.C.E. 94223 Senior Geotechnical Engineer APPENDIX A Infiltration Forms for Pavers, Planters, and Tree Wells. Appendix D: Geotechnical Engineer Analysis D-1 Jan. 2024 Appendix D Geotechnical Engineer Analysis Analysis of Infiltration Restrictions This section is only applicable if the analysis of infiltration restrictions is performed by a licensed engineer practicing in geotechnical engineering. The SWQMP Preparer and Geotechnical Engineer must work collaboratively to identify any infiltration restrictions identified in Table D.1-1 below. Upon completion of this section, the Geotechnical Engineer must characterize each DMA as Restricted or Unrestricted for infiltration and provide adequate support/discussion in the geotechnical report. A DMA is considered restricted when one or more restrictions exist which cannot be reasonably resolved through site design changes. Table D.1-1: Considerations for Geotechnical Analysis of Infiltration Restrictions Restriction Element Is Element Applicable? (Yes/No) Mandatory Considerations BMP is within 100’ of Contaminated Soils BMP is within 100’ of Industrial Activities Lacking Source Control BMP is within 100’ of Well/Groundwater Basin BMP is within 50’ of Septic Tanks/Leach Fields BMP is within 10’ of Structures/Tanks/Walls BMP is within 10’ of Sewer Utilities BMP is within 10’ of Groundwater Table BMP is within Hydric Soils BMP is within Highly Liquefiable Soils and has Connectivity to Structures %03LVZLWKLQ7LPHVWKH+HLJKWRI$GMDFHQW6WHHS6ORSHV County Staff has Assigned “Restricted” Infiltration Category Optional Considerations BMP is within Predominantly Type D Soil BMP is within 10’ of Property Line %03LVZLWKLQ)LOO'HSWKVRI·([LVWLQJRU3URSRVHG BMP is within 10’ of Underground Utilities BMP is within 250’ of Ephemeral Stream Other (Provide detailed geotechnical support) Result Based on examination of the best available information, I have not identified any restrictions above. Unrestricted Based on examination of the best available information, I have identified one or more restrictions above. Restricted Table D.1-1 is divided into Mandatory Considerations and Optional Considerations. Mandatory 23-14403 Tyler Street Homes Pavers NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO X D.1 Appendix D: Geotechnical Engineer Analysis D-2 Jan. 2024 Considerations include elements that may pose a significant risk to human health and safety and must always be evaluated. Optional Considerations include elements that are not necessarily associated with human health and safety, so analysis is not mandated through this guidance document. All elements presented in this table are subject to the discretion of the Geotechnical Engineer if adequate supporting information is provided. Applicants must evaluate infiltration restrictions through use of the best available data. A list of resources available for evaluation is provided in Section B.2 Determination of Design Infiltration Rates This section is only applicable if the determination of design infiltration rates is performed by a licensed engineer practicing in geotechnical engineering. The guidance in this section identifies methods for identifying observed infiltration rates, corrected infiltration rates, safety factors, and design infiltration rates for use in structural BMP design. Upon completion of this section, the Geotechnical Engineer must recommend a design infiltration rate for each DMA and provide adequate support/discussion in the geotechnical report. Table D.2-1: Elements for Determination of Design Infiltration Rates Item Value Unit Initial Infiltration Rate Identify per Section D.2.1 in/hr Corrected Infiltration Rate Identify per Section D.2.2 in/hr Safety Factor Identify per Section D.2.3 unitless Design Infiltration Rate Corrected Infiltration Rate ÷ Safety Factor in/hr 23-14403 Tyler Street Homes Pavers 2 0.367 0.357 0.1875 D.2 Appendix D: Geotechnical Engineer Analysis D-1 Jan. 2024 Appendix D Geotechnical Engineer Analysis Analysis of Infiltration Restrictions This section is only applicable if the analysis of infiltration restrictions is performed by a licensed engineer practicing in geotechnical engineering. The SWQMP Preparer and Geotechnical Engineer must work collaboratively to identify any infiltration restrictions identified in Table D.1-1 below. Upon completion of this section, the Geotechnical Engineer must characterize each DMA as Restricted or Unrestricted for infiltration and provide adequate support/discussion in the geotechnical report. A DMA is considered restricted when one or more restrictions exist which cannot be reasonably resolved through site design changes. Table D.1-1: Considerations for Geotechnical Analysis of Infiltration Restrictions Restriction Element Is Element Applicable? (Yes/No) Mandatory Considerations BMP is within 100’ of Contaminated Soils BMP is within 100’ of Industrial Activities Lacking Source Control BMP is within 100’ of Well/Groundwater Basin BMP is within 50’ of Septic Tanks/Leach Fields BMP is within 10’ of Structures/Tanks/Walls BMP is within 10’ of Sewer Utilities BMP is within 10’ of Groundwater Table BMP is within Hydric Soils BMP is within Highly Liquefiable Soils and has Connectivity to Structures %03LVZLWKLQ7LPHVWKH+HLJKWRI$GMDFHQW6WHHS6ORSHV County Staff has Assigned “Restricted” Infiltration Category Optional Considerations BMP is within Predominantly Type D Soil BMP is within 10’ of Property Line %03LVZLWKLQ)LOO'HSWKVRI·([LVWLQJRU3URSRVHG BMP is within 10’ of Underground Utilities BMP is within 250’ of Ephemeral Stream Other (Provide detailed geotechnical support) Result Based on examination of the best available information, I have not identified any restrictions above. Unrestricted Based on examination of the best available information, I have identified one or more restrictions above. Restricted Table D.1-1 is divided into Mandatory Considerations and Optional Considerations. Mandatory 23-14403 Tyler Street Homes Planters NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO X D.1 Appendix D: Geotechnical Engineer Analysis D-2 Jan. 2024 Considerations include elements that may pose a significant risk to human health and safety and must always be evaluated. Optional Considerations include elements that are not necessarily associated with human health and safety, so analysis is not mandated through this guidance document. All elements presented in this table are subject to the discretion of the Geotechnical Engineer if adequate supporting information is provided. Applicants must evaluate infiltration restrictions through use of the best available data. A list of resources available for evaluation is provided in Section B.2 Determination of Design Infiltration Rates This section is only applicable if the determination of design infiltration rates is performed by a licensed engineer practicing in geotechnical engineering. The guidance in this section identifies methods for identifying observed infiltration rates, corrected infiltration rates, safety factors, and design infiltration rates for use in structural BMP design. Upon completion of this section, the Geotechnical Engineer must recommend a design infiltration rate for each DMA and provide adequate support/discussion in the geotechnical report. Table D.2-1: Elements for Determination of Design Infiltration Rates Item Value Unit Initial Infiltration Rate Identify per Section D.2.1 in/hr Corrected Infiltration Rate Identify per Section D.2.2 in/hr Safety Factor Identify per Section D.2.3 unitless Design Infiltration Rate Corrected Infiltration Rate ÷ Safety Factor in/hr 23-14403 Tyler Street Homes Planters 2 0.367 0.357 0.1875 D.2 Appendix D: Geotechnical Engineer Analysis D-1 Jan. 2024 Appendix D Geotechnical Engineer Analysis Analysis of Infiltration Restrictions This section is only applicable if the analysis of infiltration restrictions is performed by a licensed engineer practicing in geotechnical engineering. The SWQMP Preparer and Geotechnical Engineer must work collaboratively to identify any infiltration restrictions identified in Table D.1-1 below. Upon completion of this section, the Geotechnical Engineer must characterize each DMA as Restricted or Unrestricted for infiltration and provide adequate support/discussion in the geotechnical report. A DMA is considered restricted when one or more restrictions exist which cannot be reasonably resolved through site design changes. Table D.1-1: Considerations for Geotechnical Analysis of Infiltration Restrictions Restriction Element Is Element Applicable? (Yes/No) Mandatory Considerations BMP is within 100’ of Contaminated Soils BMP is within 100’ of Industrial Activities Lacking Source Control BMP is within 100’ of Well/Groundwater Basin BMP is within 50’ of Septic Tanks/Leach Fields BMP is within 10’ of Structures/Tanks/Walls BMP is within 10’ of Sewer Utilities BMP is within 10’ of Groundwater Table BMP is within Hydric Soils BMP is within Highly Liquefiable Soils and has Connectivity to Structures %03LVZLWKLQ7LPHVWKH+HLJKWRI$GMDFHQW6WHHS6ORSHV County Staff has Assigned “Restricted” Infiltration Category Optional Considerations BMP is within Predominantly Type D Soil BMP is within 10’ of Property Line %03LVZLWKLQ)LOO'HSWKVRI·([LVWLQJRU3URSRVHG BMP is within 10’ of Underground Utilities BMP is within 250’ of Ephemeral Stream Other (Provide detailed geotechnical support) Result Based on examination of the best available information, I have not identified any restrictions above. Unrestricted Based on examination of the best available information, I have identified one or more restrictions above. Restricted Table D.1-1 is divided into Mandatory Considerations and Optional Considerations. Mandatory 23-14403 Tyler Street Homes Tree Well NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO X D.1 Appendix D: Geotechnical Engineer Analysis D-2 Jan. 2024 Considerations include elements that may pose a significant risk to human health and safety and must always be evaluated. Optional Considerations include elements that are not necessarily associated with human health and safety, so analysis is not mandated through this guidance document. All elements presented in this table are subject to the discretion of the Geotechnical Engineer if adequate supporting information is provided. Applicants must evaluate infiltration restrictions through use of the best available data. A list of resources available for evaluation is provided in Section B.2 Determination of Design Infiltration Rates This section is only applicable if the determination of design infiltration rates is performed by a licensed engineer practicing in geotechnical engineering. The guidance in this section identifies methods for identifying observed infiltration rates, corrected infiltration rates, safety factors, and design infiltration rates for use in structural BMP design. Upon completion of this section, the Geotechnical Engineer must recommend a design infiltration rate for each DMA and provide adequate support/discussion in the geotechnical report. Table D.2-1: Elements for Determination of Design Infiltration Rates Item Value Unit Initial Infiltration Rate Identify per Section D.2.1 in/hr Corrected Infiltration Rate Identify per Section D.2.2 in/hr Safety Factor Identify per Section D.2.3 unitless Design Infiltration Rate Corrected Infiltration Rate ÷ Safety Factor in/hr 23-14403 Tyler Street Homes Tree Well 2 0.367 0.357 0.1875 D.2 REM TRITON TDAM - PERF - FTC Notes:Model: Width: Height: Trench Width Max Treatment Rate: TT2-PERF-FTC TDAM5(5)- PERF-FTC TDAM8(10)- PERF-FTC 4" 4" 4" 5" 5" 5" 8" 10" 8" .86 (CFS) .28 (CFS) .11 (CFS) 12" 12" .65 (CFS) TDAM12(5)- PERF-FTC 5" Product Overview: Standard Size Dimensions (Not all model and sizes are listed here) • TDAM housings are constructed utilizing Type 304 16ga. Stainless Steel, with 1" and 2" welded square openings. • Removable cartridge tops and bottoms are constructed utilizing over 90% recycled ABS Plastic or fiberglass. • Filter screen utilizes 22ga, Type 304 Stainless Steel perforation. • Perforated Stainless Steel is configured with a 4.8mm openings, having a 51% Open Area for excellent flow rates comparative to its size. • REM TRITON filter cartridges can be removable for ease of cleaning and maintenance.• Filter designs include a high flow overflow bypass to eliminate pooling or flooding during heavy rain events. • Optional Stainless Steel Cartridge housings are capable of housing an absorbent media if ever required, with no retrofitting or modifications needed.• Maintenance information and replacement REM Media Packs are available upon request by contacting REM at sales@remfilters.com or (888) 526-4736.• Made in the USA. REM designed the TRITON TDAM-PERF-FTC Filter Series to provide a highly adaptable solution that allows the flexibility to maximize the filter treatment flow rates and pollutant capturing capacity in trench drain and shallow type drains applications. The TRITON TDAM-PERF-FTC Series uses Perforated Stainless Steel (PERF) Screen that is designed to capture debris, trash and sediment while sustaining very high treatment rates as a Full Trash Capture System as per the 5mm CSWRCB specification. TRITON TDAM-PERF-FTC Filters can be sized to fit most industry standard trench drains, parkway drains, shallow structures, and catch basins. They are sized to spec and scalable for all different lengths and applications. Media strategy may also be optimized for specific pollutant concerns. REM designed the TRITON TDAM-PERF-FTC Filter Series to provide a highly adaptable solution that allows the flexibility to maximize the filter treatment flow rates and pollutant capturing capacity in trench drain and shallow type drains applications. The TRITON TDAM-PERF-FTC Series uses Perforated Stainless Steel (PERF) Screen that is designed to capture debris, trash and sediment while sustaining very high treatment rates as a Full Trash Capture System as per the 5mm CSWRCB specification. TRITON TDAM-PERF-FTC Filters can be sized to fit most industry standard trench drains, parkway drains, shallow structures, and catch basins. They are sized to spec and scalable for all different lengths and applications. Media strategy may also be optimized for specific pollutant concerns. TRITON TDAM-PERF-FTC TYPICAL TRENCH DRAIN Stainless Steel Screen Mounting Tabs TDAM Stainless Steel Housing Removable Cap TDAM15(5) installed TDAM (TT2)-PERF-FTC for rounded bottom 4" ID trench drains. Rounded bottom trench drains. (Standard Heights: 3", 5", 10") Width: 1.5" (Standard Heights: 3", 5", 10") Width: 1.5" (Lengths: 4" up to 10') (Standard Heights: 3", 5", 10") Width: 1.5" (Lengths: 4" up to 10') TDAM12 (5)-PERF-FTC * Note: Overflow bypass will vary depending upon the depth of each trench drain. Overflow Bypass Treated Flow Est. Bypass * (CFS) * (CFS) * (CFS) * (CFS) Revel Environmental Manufacturing Inc. sales@remfilters.com (888) 526-4736 Lie. No. 8574 10 ,•----------------------n Northern California Southern California 960-8 Detroit Avenue 21 10 South Grand Avenue REM Concord, California 94518 Santa Ana, California 92705 P: (925) 676-4736 P: (714) 557-2676 www.remfilrers.com F: (925) 676-8676 F: (714) 557-2679 SD-A Tree Well E-3 Jan. 2024 SD-A Tree Well (Source: County of San Diego LID Manual – EOA, Inc.) Description Trees planted to intercept rainfall and runoff as described in this fact sheet may be used as storm water management measures to provide runoff reduction of the DCV per Appendix B.1.4. Additional benefits associated with tree wells, include energy conservation, air quality improvement, and aesthetic enhancement. Tree wells located in the City’s Right-of-Way are subject to the discretion of City Engineer and Parks and Recreation Director. Typical storm water management benefits associated with trees include: • Treatment of storm water – Storm water from impervious area should be directed to the tree wells. Trees provide treatment through uptake of nutrients and other storm water pollutants (phytoremediation) and support of other biological processes that break down pollutants • Interception of rainfall – tree surfaces (roots, foliage, bark, and branches) intercept, evaporate, store, or convey precipitation to the soil before it reaches surrounding impervious surfaces • Reduced erosion – trees protect denuded area by intercepting or reducing the velocity of rain drops as they fall through the tree canopy • Increased infiltration – soil conditions created by roots and fallen leaves promote infiltration MS4 Permit Category Site Design Retention Manual Category Site Design Infiltration Applicable Performance Standard Site Design Pollutant Control Flow Control Primary Benefits Volume Reduction E.1 SD-A Tree Well E-4 Jan. 2024 Typical tree well system components include: • Directing runoff from impervious areas through a drainage opening into a tree well planting area. • Trees of the appropriate species for site conditions and constraints. Refer to the Plant List fact sheet (Appendix E.21). • Available soil media reservoir volume based on mature tree size, soil type, water availability, surrounding land uses, and project goals • Optional suspended pavement design to provide structural support for adjacent pavement without requiring compaction of underlying layers • Optional root barrier devices as needed; a root barrier is a device installed in the ground, between a tree and the sidewalk or other structures, intended to guide roots down and away from the sidewalk or structures in order to prevent damage from tree roots. • Optional tree grates; to be considered to maximize available space for pedestrian circulation and to protect tree roots from compaction related to pedestrian circulation; tree grates are typically made up of porous material that will allow the runoff to soak through. • Optional shallow surface depression for ponding of excess runoff • Optional planter box underdrain Design Adaptations for Project Goals Site design BMP to provide incidental treatment. Tree wells primarily functions as site design BMPs for incidental treatment. Storm water pollutant control BMP to provide treatment. Project proponents are allowed to design tree wells to reduce the volume of stormwater runoff that requires treatment, (the Design Capture Volume [DCV]), or completely fulfill the pollutant control BMP requirements by retaining the entire DCV. Benefits from tree wells are accounted for by using the volume reduction values in Table B.1-3 presented in Appendix B. This credit can apply to other trees that are used for landscaping purposes that meet the same criteria. Project proponents are required to provide calculations supporting the amount of credit claimed from implementing trees within the project footprint. Tree wells designed to completely fulfill the pollutant control BMP requirements by retaining the entire Schematic of Tree Well RUNOFF ~ PAVEMENT SECTION 'I' 't' V V 'I' 'I' 't' '¥ ii "V 'I' 'I' 't' 'I' V '+' '+' 'f '+' V 'I' 'I' NATIVE SOIL V 'I' V V 'ii 'I' 'I' II' +' 'II 'I' 'I' 't' 'I' V '+' 'I' '¥ '+' Y'VV'i'V'l''l''I' • • • OPTIONAL v • v BARRIER SURFACE 0 0 0 000000 0 000000000000000 0 0 O O O 0 000000000000000 00000 ooo ooo 0000 00000 o o o o o o o o TREE WELL SOIL o o o o o o o o o o 0 0 O 000000000000000 a O o o o o o o a o OPTIONAL o o o o o O o O o o o o o o o o o o o o o o 0 UNOERDRAIN o o 0000000000 0 ooo ooo 0 0 0 0 0 SD-A Tree Well E-5 Jan. 2024 DCV are designated as SSD-BMPs and located in Appendix I. Flow Control BMP to meet hydromodification requirements. Project proponents are also allowed to design tree wells as a flow control BMP. Benefits from tree wells are accounted for by using the DCV multipliers listed in Appendix I. Project proponents are required to provide calculations showing that the entire DCV including the DCV multiplier is retained. Design Criteria and Considerations Tree Wells, whether designed as Site Design BMPs, as Stormwater Pollutant Control BMP, or as a Flow Control BMP must meet the following design criteria and considerations, and if placed in the right-of-way must be consistent with the County of San Diego Green Streets Standard Drawings. Deviations from the below criteria may be approved at the discretion of the City Engineer if it is determined to be appropriate: Siting and Design Intent/Rationale □ Tree species is appropriately chosen for the development (private or public). For public rights-of-ways, city planning guidelines and zoning provisions for the permissible species and placement of trees are consulted. A list of trees appropriate for site design are provided in Appendix E.21 Proper tree placement and species selection minimizes problems such as pavement damage by surface roots and poor growth. □ Tree well placement: ensure area is graded; and the well is located so that full amount of DCV reduction drains to well. Minimizes short-circuiting of run off and assures DCV reductions are retained onsite. □ Location of trees planted along public streets follows city requirements and guidelines. Vehicle and pedestrian line of sight are considered in tree selection and placement. Location of trees planted within private development follows city landscape guidelines. Building setbacks, utility alignments, vehicle and pedestrian line of sight are considered in tree selection and placement. Unless otherwise approved by the City Engineer the following minimum tree separation distance is followed Roadway safety for both vehicular and pedestrian traffic is a key consideration for placement along public streets. SD-A Tree Well E-6 Jan. 2024 Siting and Design Intent/Rationale Improvement Minimum distance to Tree Well Traffic Signal, Stop sign 20 feet Underground Utility lines (except sewer) 5 feet Sewer Lines 10 feet Above ground utility structures (Transformers, Hydrants, Utility poles, etc.) 10 feet Driveways 10 feet Intersections (intersecting curb lines of two streets) 25 feet □ Underground utilities and overhead wires are considered in the design and avoided or circumvented. Underground utilities are routed around or through the planter in suspended pavement applications. All underground utilities are protected from water and root penetration. Tree growth can damage utilities and overhead wires resulting in service interruptions. Protecting utilities routed through the planter prevents damage and service interruptions. □ Suspended pavement is used for confined Tree Well soil volume. Suspended pavement design was developed where appropriate to minimize soil compaction and improve infiltration and filtration capabilities. Suspended pavement was constructed with an approved structural cell. Suspended pavement designs provide structural support without compaction of the underlying layers, thereby promoting tree growth. Recommended structural cells include poured in place concrete columns, Silva Cells manufactured by Deeproot Green Infrastructures and Stratacell and Stratavault systems manufactured by Citygreen Systems or approved equal. Suspended pavement shall not be used within the city’s right-of-way and easements. □ A minimum soil volume of 2 cubic feet per square foot of canopy projection volume is provided for each tree. Canopy projection area The minimum soil volume ensures that there is adequate storage volume to allow for unrestricted evapotranspiration and infiltration. SD-A Tree Well E-7 Jan. 2024 Siting and Design Intent/Rationale is the ground area beneath the tree, measured at the drip line. Soil volume must be within 1.5 times the mature tree canopy radius. Soil depth shall be a minimum of 30 inches deep, preferably 36 inches deep. When placing tree well next to curbs or other structures use Structural Soil as outlined in the section below titled “Confined Tree Well Soil Volume”. Use Amended Soil per Fact Sheet SD-F in all other cases. □ DCV from the tributary area draining to the tree is equal to or greater than the tree credit volume The minimum tributary area ensures that the tree receives enough runoff to fully utilize the infiltration and evapotranspiration potential provided. In cases where the minimum tributary area is not provided, the tree credit volume must be reduced proportionately to the actual tributary area. □ Inlet opening to the tree that is at least 18 inches wide. A minimum 2 inch drop in grade from the inlet to the finish grade of the tree. Grated inlets are allowed for pedestrian circulation. Grates need to be ADA compliant and have sufficient slip resistance. Design requirement to ensure that the runoff from the tributary area is not bypassed. Different inlet openings and drops in grade may be allowed at the discretion of the City Engineer if calculations are shown that the diversion flow rate (Appendix B.4.4) from the tributary area can be conveyed to the tree. In cases where the inlet capacity is limiting the amount of runoff draining to the tree, the tree credit volume must be reduced proportionately. Conceptual Design and Sizing Approach for Site Design Determine the areas where tree wells can be used in the site design to achieve incidental treatment. Tree wells reduce runoff volumes from the site. Refer to Appendix B.1. Document the proposed tree locations in the SWQMP. For conceptual design and sizing approach for pollutant control and flow control, refer to Appendix I. SD-A Tree Well E-8 Jan. 2024 Tree Planting Design in New or Reconstructed Streetscapes 1. Maximized open soil area for tree planting is the most cost effective method of achieving the required soil volume. 2. Tree wells within sidewalks shall have a minimum open area of four feet wide by six feet long. Larger areas may be required to accommodate large root balls. 3. Tree well soil characteristics shall meet the requirements of SD-F Amended Soil. Structural Requirements for Confined Tree Well Soil Volume In order to provide adequate soil volume for tree wells, soils may be placed confined beneath adjacent paved surfaces. Acceptable soil systems capable of carrying D-50 loading include structural soils, structural slabs, and structural cells: 1. Structural soil systems include CU-StructuralSoilTM, Stalite Structural Soil, or equivalent. 2. Suspended pavements that allow uncompacted growing soil beneath the sidewalk include; structural slabs that span between structural supports, structural cells, and other commercially available structural systems. Manufacturer details and certification must be provided for commercial systems. Structural calculations and details must be provided for structural slab installations. Structural cells are commercially-available structural systems placed subsurface that support the sidewalk and are filled with amended soil (SD-F). Manufacturer details and certification must be provided for commercial systems. Suspended pavement shall not be used within the city’s right-of-way and easements. Stormwater Retention and Treatment Volume Tree wells with expanded soil volume will serve as a method of capturing and retaining the required volume of stormwater in accordance with City requirements in Appendix B of this manual. These facilities can be designed to meet the City requirements when surface ponding volume is provided, whether designed as an enclosed plant bed with covered soil volume, or a continuous open area (either mulched or with turf) with soil volume under the adjacent sidewalk. Maintenance Overview Normal Expected Maintenance. Tree health shall be maintained as part of normal landscape maintenance. Additionally, ensure that storm water runoff can be conveyed into the tree well as designed. That is, the opening that allows storm water runoff to flow into the tree well (e.g., a curb opening, tree grate, or surface depression) shall not be blocked, filled, re-graded, or otherwise changed in a manner that prevents storm water from draining into the tree well. A summary table of standard inspection and maintenance indicators is provided within this Fact Sheet. Non-Standard Maintenance or BMP Failure. Trees wells are site design BMPs that normally do not require maintenance actions beyond routine landscape maintenance. The normal expected SD-A Tree Well E-9 Jan. 2024 maintenance described above ensures the BMP functionality. If changes have been made to the tree well entrance / opening such that runoff is prevented from draining into the tree well (e.g., a curb inlet opening is blocked by debris or a grate is clogged causing runoff to flow around instead of into the tree well, or a surface depression has been filled so runoff flows away from the tree well), the BMP is not performing as intended to protect downstream waterways from pollution and/or erosion. Corrective maintenance will be required to restore drainage into the tree well as designed. Surface ponding of runoff directed into tree wells is expected to infiltrate/evapotranspire within 24- 96 hours following a storm event. 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 or compaction of the soils surrounding the tree. Loosen or replace the soils to restore drainage. Other Special Considerations. Site design BMPs, such as tree wells, installed within a new development or redevelopment project are components of an overall storm water management strategy for the project. The presence of site design BMPs within a project is usually a factor in the determination of the amount of runoff to be managed with structural BMPs (i.e., the amount of runoff expected to reach downstream retention or biofiltration basins that process storm water runoff from the project as a whole). When site design BMPs are not maintained or are removed, this can lead to clogging or failure of downstream structural BMPs due to greater delivery of runoff and pollutants than intended for the structural BMP. Therefore, the City Engineer may require confirmation of maintenance of site design BMPs as part of their structural BMP maintenance documentation requirements. Site design BMPs that have been installed as part of the project should not be removed, nor should they be bypassed by re-routing roof drains or re-grading surfaces within the project. If changes are necessary, consult the City Engineer to determine requirements. SD-A Tree Well E-10 Jan. 2024 Summary of Standard Inspection and Maintenance The property owner is responsible to ensure inspection, operation and maintenance of permanent BMPs on their property unless responsibility has been formally transferred to an agency, community facilities district, homeowners association, property owners association, or other special district. Maintenance frequencies listed in this table are average/typical frequencies. Actual maintenance needs are site-specific, and maintenance may be required more frequently. Maintenance must be performed whenever needed, based on maintenance indicators presented in this table. The BMP owner is responsible for conducting regular inspections to see when maintenance is needed based on the maintenance indicators. During the first year of operation of a structural BMP, inspection is recommended at least once prior to August 31 and then monthly from September through May. Inspection during a storm event is also recommended. After the initial period of frequent inspections, the minimum inspection and maintenance frequency can be determined based on the results of the first year inspections. Threshold/Indicator Maintenance Action Typical Maintenance Frequency Tree health Routine actions as necessary to maintain tree health. • Inspect monthly. • Maintain when needed. Dead or diseased tree Remove dead or diseased tree. Replace per original plans. • Inspect monthly. • Maintain when needed. Standing water in tree well for longer than 24 hours following a storm event Surface ponding longer than approximately 24 hours following a storm event may be detrimental to tree health Loosen or replace soils surrounding the tree to restore drainage. • Inspect monthly and after every 0.5-inch or larger storm event. If standing water is observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosquito.org/biology Disperse any standing water from the tree well to nearby landscaping. Loosen or replace soils surrounding the tree to restore drainage (and prevent standing water). • Inspect monthly and after every 0.5-inch or larger storm event. If mosquitos are observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed SD-A Tree Well E-11 Jan. 2024 Threshold/Indicator Maintenance Action Typical Maintenance Frequency Entrance / opening to the tree well is blocked such that storm water will not drain into the tree well (e.g., a curb inlet opening is blocked by debris or a grate is clogged causing runoff to flow around instead of into the tree well; or a surface depression is filled such that runoff drains away from the tree well) Make repairs as appropriate to restore drainage into the tree well. • Inspect monthly. • Maintain when needed. INF-3 Permeable Pavement (Pollutant Control) E-80 Jan. 2024 INF-3 Permeable Pavement (Pollutant Control) Location: Kellogg Park, San Diego, California Description Permeable pavement is pavement that allows for percolation through void spaces in the pavement surface into subsurface layers. The subsurface layers are designed to provide storage of storm water runoff so that outflows, primarily via infiltration into subgrade soils or release to the downstream conveyance system, can be at controlled rates. Varying levels of storm water treatment and flow control can be provided depending on the size of the permeable pavement system relative to its drainage area, the underlying infiltration rates, and the configuration of outflow controls. Pollutant control permeable pavement is designed to receive runoff from a larger tributary area than site design permeable pavement (see SD-D). Pollutant control is provided via infiltration, filtration, sorption, sedimentation, and biodegradation processes. Typical permeable pavement components include, from top to bottom: • Permeable surface layer • Bedding layer for permeable surface • Aggregate storage layer with optional underdrain(s) • Optional final filter course layer over uncompacted existing subgrade MS4 Permit Category Retention Flow-thru Treatment Control Manual Category Infiltration Flow-thru Treatment Control Applicable Performance Standard Pollutant Control Flow Control Primary Benefits Volume Reduction Peak Flow Attenuation E.10 INF-3 Permeable Pavement (Pollutant Control) E-81 Jan. 2024 Typical plan and Section view of a Permeable Pavement BMP Subcategories of permeable pavement include modular paver units or paver blocks, pervious concrete, porous asphalt, and turf pavers. These subcategory variations differ in the material used for the CURB CLEANOUT (OPTIONAL) CURB CLEANOUT (OPTIONAL) MIN. 6" DIAMETER UNDERDRAIN (OPTIONAL) PLAN NOTTO SCALE MIN. 3" AGGREGATE / BELOW UNDERDRAIN EXISTING UNCOMPACTED SOILS SECTION A-A' NOTTO SCALE A' ----1 PERMEABLE SURFACE LAYER BASED ON PEDESTRIAN/TRAFFIC NEEDS BEDDING LA YER 'L£-h4---MEDIA LAYER (OPTIONAL) FILTER COURSE FOR MEDIA LAYER SEPARATION (OPTIONAL) MIN . 6" AGGREGATE STORAGE FILTER COURSE (OPTIONAL) INF-3 Permeable Pavement (Pollutant Control) E-82 Jan. 2024 permeable surface layer but have similar functions and characteristics below this layer. Design Adaptations for Project Goals Site design BMP to reduce impervious area and DCV. See site design option SD-D. Full infiltration BMP for storm water pollutant control. Permeable pavement without an underdrain and without impermeable liners can be used as a pollutant control BMP, designed to infiltrate runoff from direct rainfall as well as runoff from adjacent areas that are tributary to the pavement. The system must be designed with an infiltration storage volume (a function of the aggregate storage volume) equal to the full DCV and able to meet drawdown time limitations. Partial infiltration BMP with flow-thru treatment for storm water pollutant control. Permeable pavement can be designed so that a portion of the DCV is infiltrated by providing an underdrain with infiltration storage below the underdrain invert. The infiltration storage depth should be determined by the volume that can be reliably infiltrated within drawdown time limitations. Water discharged through the underdrain is considered flow-thru treatment and is not considered biofiltration treatment. Flow-thru treatment BMP for storm water pollutant control.∗ The system may be lined and/or installed over impermeable native soils with an underdrain provided at the bottom to carry away filtered runoff. Water quality treatment is provided via unit treatment processes other than infiltration. This configuration is considered to provide flow-thru treatment, not biofiltration treatment. Significant aggregate storage provided above the underdrain invert can provide detention storage, which can be controlled via inclusion of an orifice in an outlet structure at the downstream end of the underdrain. PDPs have the option to add saturated storage to the flow-thru configuration in order to reduce the DCV that the BMP is required to treat. Saturated storage can be added to this design by including an upturned elbow installed at the downstream end of the underdrain or via an internal weir structure designed to maintain a specific water level elevation. The DCV can be reduced by the amount of saturated storage provided. Integrated storm water flow control and pollutant control configuration. With any of the above configurations, the system can be designed to provide flow rate and duration control. This may include having a deeper aggregate storage layer that allows for significant detention storage above the underdrain, which can be further controlled via inclusion of an outlet structure at the downstream end of the underdrain. ∗ Flow-thru treatment control BMP is not an option as a structural BMP. Carlsbad has not adopted an Alternative Compliance Program INF-3 Permeable Pavement (Pollutant Control) E-83 Jan. 2024 Recommended Siting Criteria Siting Criteria Intent/Rationale □ Placement observes geotechnical recommendations regarding potential hazards (e.g., slope stability, landslides, liquefaction zones) and setbacks (e.g., slopes, foundations, utilities). Must not negatively impact existing site geotechnical concerns. □ Selection must be based on infiltration feasibility criteria. Full or partial infiltration designs must be supported by drainage area feasibility findings. □ Permeable pavement is not placed in an area with significant overhanging trees or other vegetation. Leaves and organic debris can clog the pavement surface. □ Minimum depth to groundwater and bedrock ≥ 10 ft. A minimum separation facilitates infiltration and lessens the risk of negative groundwater impacts. □ Contributing tributary area includes effective sediment source control and/or pretreatment measures such as raised curbed or grass filter strips. Sediment can clog the pavement surface. □ Direct discharges to permeable pavement are only from downspouts carrying “clean” roof runoff that are equipped with filters to remove gross solids. Roof runoff typically carries less sediment than runoff from other impervious surfaces and is less likely to clog the pavement surface. Recommended BMP Component Dimensions BMP Component Dimension Intent/Rationale Bedding Layer 1-2 inches (typical) Bedding (e.g., sand, aggregate) provided to stabilize and level the surface. Aggregate Storage ≥ 6 inches A minimum depth of aggregate provides structural stability for expected pavement loads. Underdrain Diameter ≥ 6 inches Smaller diameter underdrains are prone to clogging. INF-3 Permeable Pavement (Pollutant Control) E-84 Jan. 2024 Design Criteria and Considerations Permeable pavements must meet the following design criteria. Deviations from the below criteria may be approved at the discretion of the City Engineer if it is determined to be appropriate: Design Criteria Intent/Rationale □ An impermeable liner or other hydraulic restriction layer is included if site constraints indicate that infiltration should not be allowed*. Lining prevents storm water from impacting groundwater and/or sensitive environmental or geotechnical features. Incidental infiltration, when allowable, can aid in pollutant removal and groundwater recharge. □ For pollutant control permeable pavement, the ratio of the total drainage area (including the permeable pavement) to the permeable pavement should not exceed 4:1. Higher ratios increase the potential for clogging but may be acceptable for relatively clean tributary areas. □ Finish grade of the permeable pavement has a slope ≤ 5%, bench subgrade to have a slope of 0% Flatter surfaces facilitate increased runoff capture. Permeable Surface Layer □ Permeable surface layer type is appropriately chosen based on pavement use and expected vehicular loading. Pavement may wear more quickly if not durable for expected loads or frequencies. □ Permeable surface layer type is appropriate for expected pedestrian traffic. Expected demographic and accessibility needs (e.g., adults, children, seniors, runners, high-heeled shoes, wheelchairs, strollers, bikes) requires selection of appropriate surface layer type that will not impede pedestrian needs. ∗ Flow-thru treatment control BMP is not an option as a structural BMP. Carlsbad has not adopted an Alternative Compliance Program INF-3 Permeable Pavement (Pollutant Control) E-85 Jan. 2024 Design Criteria Intent/Rationale Bedding Layer for Permeable Surface □ Bedding thickness and material is appropriate for the chosen permeable surface layer type. Porous asphalt requires a 2- to 4-inch layer of asphalt and a 1- to 2-inch layer of choker course (single-sized crushed aggregate, one-half inch) to stabilize the surface. Pervious concrete also requires an aggregate course of clean gravel or crushed stone with a minimum amount of fines. Permeable Interlocking Concrete Paver requires 1 or 2 inches of sand or No. 8 aggregate to allow for leveling of the paver blocks. Similar to Permeable Interlocking Concrete Paver, plastic grid systems also require a 1- to 2-inch bedding course of either gravel or sand. For Permeable Interlocking Concrete Paver and plastic grid systems, if sand is used, a geotextile should be used between the sand course and the reservoir media to prevent the sand from migrating into the stone media. □ Aggregate used for bedding layer is washed prior to placement. Washing aggregate will help eliminate fines that could clog the permeable pavement system aggregate storage layer void spaces or underdrain. Media Layer (Optional) –used between bedding layer and aggregate storage layer to provide pollutant treatment control □ The pollutant removal performance of the media layer is documented by the applicant. Media used for BMP design should be shown via research or testing to be appropriate for expected pollutants of concern and flow rates. INF-3 Permeable Pavement (Pollutant Control) E-86 Jan. 2024 Design Criteria Intent/Rationale □ A filter course is provided to separate the media layer from the aggregate storage layer. Migration of media can cause clogging of the aggregate storage layer void spaces or underdrain. □ If a filter course is used, calculations assessing suitability for particle migration prevention have been completed. Gradation relationship between layers can evaluate factors (e.g., bridging, permeability, and uniformity) to determine if particle sizing is appropriate or if an intermediate layer is needed. □ Consult permeable pavement manufacturer to verify that media layer provides required structural support. Media must not compromise the structural integrity or intended uses of the permeable pavement surface. Aggregate Storage Layer □ Aggregate used for the aggregate storage layer is washed and free of fines. Washing aggregate will help eliminate fines that could clog aggregate storage layer void spaces or underdrain. □ Minimum layer depth is 6 inches and for infiltration designs, the maximum depth is determined based on the infiltration storage volume that will infiltrate within a 36-hour drawdown time. A minimum depth of aggregate provides structural stability for expected pavement loads. Underdrain and Outflow Structures □ Underdrains and outflow structures, if used, are accessible for inspection and maintenance. Maintenance will improve the performance and extend the life of the permeable pavement system. □ Underdrain outlet elevation should be a minimum of 3 inches above the bottom elevation of the aggregate storage layer. A minimal separation from subgrade or the liner lessens the risk of fines entering the underdrain and can improve hydraulic performance by allowing perforations to remain unblocked. □ Minimum underdrain diameter is 6 inches. Smaller diameter underdrains are prone to clogging. INF-3 Permeable Pavement (Pollutant Control) E-87 Jan. 2024 Design Criteria Intent/Rationale □ Underdrains are made of slotted, PVC pipe conforming to ASTM D 3034 or equivalent or corrugated, HDPE pipe conforming to AASHTO 252M or equivalent. Slotted underdrains provide greater intake capacity, clog resistant drainage, and reduced entrance velocity into the pipe, thereby reducing the chances of solids migration. Filter Course (Optional) □ Filter course is washed and free of fines. Washing aggregate will help eliminate fines that could clog subgrade and impede infiltration. Conceptual Design and Sizing Approach for Site Design 1. Determine the areas where permeable pavement can be used in the site design to replace traditional pavement to reduce the impervious area and DCV. These permeable pavement areas can be credited toward reducing runoff generated through representation in storm water calculations as pervious, not impervious, areas but are not credited for storm water pollutant control. These permeable pavement areas should be designed as self-retaining with the appropriate tributary area ratio identified in the design criteria. 2. Calculate the DCV per Appendix B, taking into account reduced runoff from self-retaining permeable pavement areas. Conceptual Design and Sizing Approach for Storm Water Pollutant Control Only To design permeable pavement for storm water pollutant control only (no flow control required), the following steps should be taken: 1. Verify that siting and design criteria have been met, including placement requirements, maximum finish grade slope, and the recommended tributary area ratio for non-self-retaining permeable pavement. If infiltration is infeasible, the permeable pavement can be designed as flow-thru treatment per the sizing worksheet. If infiltration is feasible, calculations should follow the remaining design steps. 2. Calculate the DCV per Appendix B based on expected site design runoff for tributary areas. 3. Use the sizing worksheet to determine if full or partial infiltration of the DCV is achievable based on the available infiltration storage volume calculated from the permeable pavement footprint, aggregate storage layer depth, and in-situ soil design infiltration rate for a maximum 36-hour drawdown time. The applicant has an option to use a different drawdown time up to 96 hours if the volume of the facility is adjusted using the percent capture method in Appendix B.3.2. 4. Where the DCV cannot be fully infiltrated based on the site or permeable pavement INF-3 Permeable Pavement (Pollutant Control) E-88 Jan. 2024 constraints, an underdrain must be incorporated above the infiltration storage to carry away runoff that exceeds the infiltration storage capacity. 5. The remaining DCV to be treated should be calculated for use in sizing downstream BMP(s). Conceptual Design and Sizing Approach when Storm Water Flow Control is Applicable∗ Control of flow rates and/or durations will typically require significant aggregate storage volumes, and therefore the following steps should be taken prior to determination of storm water pollutant control design. Pre-development and allowable post-project flow rates and durations should be determined as discussed in Chapter 6 of the manual. A site design BMP that meets both the pollutant and hydromodification control is a significant site design BMP or SS-BMP. See Appendix I for additional guidance 1. Verify that siting and design criteria have been met, including placement requirements, maximum finish grade slope, and the recommended tributary area ratio for non-self-retaining permeable pavement. Design for flow control can be achieving using various design configurations, but a flow-thru treatment design will typically require a greater aggregate storage layer volume than designs which allow for full or partial infiltration of the DCV. 2. Iteratively determine the area and aggregate storage layer depth required to provide infiltration and/or detention storage to reduce flow rates and durations to allowable limits. Flow rates and durations can be controlled from detention storage by altering outlet structure orifice size(s) and/or water control levels. Multi-level orifices can be used within an outlet structure to control the full range of flows. 3. If the permeable pavement system cannot fully provide the flow rate and duration control required by this manual, a downstream structure with sufficient storage volume such as an underground vault can be used to provide remaining controls. 4. After permeable pavement has been designed to meet flow control requirements, calculations must be completed to verify if storm water pollutant control requirements to treat the DCV have been met. Maintenance Overview Normal Expected Maintenance. Routine maintenance of permeable pavement includes: removal of materials such as trash and debris accumulated on the paving surface; vacuuming of the paving surface to prevent clogging; and flushing paving and subsurface gravel to remove fine sediment. If the ∗ Flow-thru treatment control BMPs is not an option as a structural BMP. Carlsbad has not adopted an Alternative Compliance Program INF-3 Permeable Pavement (Pollutant Control) E-89 Jan. 2024 BMP includes underdrains and/or an outflow control structure, check and clear these features. Non-Standard Maintenance or BMP Failure. If the permeable pavement area is not drained between storm events, or if runoff sheet flows across the permeable pavement area and flows off the permeable pavement area during storm events, the BMP is not performing as intended to protect downstream waterways from pollution and/or erosion. During storm events up to the 85th percentile storm event (approximately 0.6 inch of rainfall in City of Carlsbad), runoff should not flow off the permeable pavement area. The permeable pavement area is expected to have adequate hydraulic conductivity and storage such that rainfall landing on the permeable pavement and runoff from the surrounding drainage area will go directly into the pavement without ponding or overflow (in properly designed systems, the surrounding drainage area is not more than half as large as the permeable pavement area). Following the storm event, there should be no standing water (puddles) on the permeable pavement area. If storm water is flowing off the permeable pavement during a storm event, or if there is standing water on the permeable pavement surface following a storm event, this is an indicator of clogging somewhere within the system. Poor drainage can result from clogging of the permeable surface layer, any of the subsurface components, or the subgrade soils. The specific cause of the drainage issue must be determined and corrected. Surface or subsurface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Corrective maintenance, increased inspection and maintenance, BMP replacement, or a different BMP type will be required. If poor drainage persists after flushing of the paving, subsurface gravel, and/or underdrain(s) when applicable, or if it is determined that the underlying soils do not have the infiltration capacity expected, the City Engineer shall be contacted prior to any additional repairs or reconstruction. Other Special Considerations. The runoff storage and infiltration surface area in this BMP are not readily accessible because they are subsurface. This means that clogging and poor drainage are not easily corrected. If the tributary area draining to the BMP includes unpaved areas, the sediment load from the tributary drainage area can be too high, reducing BMP function or clogging the BMP. All unpaved areas within the tributary drainage area should be stabilized with vegetation. Other pretreatment components to prevent transport of sediment to the paving surface, such as grass buffer strips, will extend the life of the subsurface components and infiltration surface. Along with proper stabilization measures and pretreatment within the tributary area, routine maintenance, including preventive vacuum/regenerative air street sweeping, is key to preventing clogging. INF-3 Permeable Pavement (Pollutant Control) E-90 Jan. 2024 Summary of Standard Inspection and Maintenance The property owner is responsible to ensure inspection, operation and maintenance of permanent BMPs on their property unless responsibility has been formally transferred to an agency, community facilities district, homeowners association, property owners association, or other special district. Maintenance frequencies listed in this table are average/typical frequencies. Actual maintenance needs are site-specific, and maintenance may be required more frequently. Maintenance must be performed whenever needed, based on maintenance indicators presented in this table. The BMP owner is responsible for conducting regular inspections to see when maintenance is needed based on the maintenance indicators. During the first year of operation of a structural BMP, inspection is recommended at least once prior to August 31 and then monthly from September through May. Inspection during a storm event is also recommended. After the initial period of frequent inspections, the minimum inspection and maintenance frequency can be determined based on the results of the first year inspections. Threshold/Indicator Maintenance Action Typical Maintenance Frequency Preventive vacuum/regenerative air street sweeping Pavement should be swept with a vacuum power or regenerative air street sweeper to maintain infiltration through paving surface • Schedule/perform this preventive action at least twice per year. Accumulation of sediment, litter, or debris on permeable pavement surface Remove and properly dispose of accumulated materials. Inspect tributary area for exposed soil or other sources of sediment and apply stabilization measures to sediment source areas. Apply source control measures as applicable to sources of litter or debris. • Inspect monthly and after every 0.5-inch or larger storm event. • Remove any accumulated materials found at each inspection. INF-3 Permeable Pavement (Pollutant Control) E-91 Jan. 2024 Threshold/Indicator Maintenance Action Typical Maintenance Frequency Weeds growing on/through the permeable pavement surface Remove weeds and add features as necessary to prevent weed intrusion. Use non-chemical methods (e.g., instead of pesticides, control weeds using mechanical removal, physical barriers, and/or physical changes in the surrounding area adjacent to pavement that will preclude weed intrusion into the pavement). • Inspect monthly. • Remove any weeds found at each inspection. Standing water in permeable paving area or subsurface infiltration gallery for longer than 24-96 hours following a storm event This condition requires investigation of why infiltration is not occurring. If feasible, corrective action shall be taken to restore infiltration (e.g., pavement should be swept with a vacuum power or regenerative air street sweeper to restore infiltration rates, clear underdrains if underdrains are present). BMP may require retrofit if infiltration cannot be restored. The City Engineer shall be contacted prior to any repairs or reconstruction. • Inspect monthly and after every 0.5-inch or larger storm event. If standing water is observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. INF-3 Permeable Pavement (Pollutant Control) E-92 Jan. 2024 Threshold/Indicator Maintenance Action Typical Maintenance Frequency Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosquito.org/biology If mosquitos/larvae are observed: first, immediately remove any standing water by dispersing to nearby landscaping; second, make corrective measures as applicable to restore BMP drainage to prevent standing water. If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96-hour drawdown criteria because the underlying native soils have been compacted or do not have the infiltration capacity expected, the City Engineer shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the County of San Diego Department of Environmental Health, may be required. • Inspect monthly and after every 0.5-inch or larger storm event. If mosquitos are observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. Obstructed underdrain or outlet structure (when the BMP includes outflow control structure for runoff released from subsurface storage via underdrain(s)) Clear blockage. • Inspect if standing water is observed for longer than 24-96 hours following a storm event. • Maintain when needed. Damage to structural components of subsurface infiltration gallery such as weirs or outlet structures Repair or replace as applicable. • Inspect annually. • Maintain when needed. INF-3 Permeable Pavement (Pollutant Control) E-93 Jan. 2024 Threshold/Indicator Maintenance Action Typical Maintenance Frequency Damage to permeable paving surface (e.g., cracks, settlement, misaligned paver blocks, void spaces between paver blocks need fill materials replenished) Repair or replace damaged surface as appropriate. • Inspect annually. • Maintain when needed. BF-1 Biofiltration E-110 Jan. 2024 BF-1 Biofiltration Location: 43rd Street and Logan Avenue, San Diego, California Description Biofiltration (Bioretention with underdrain) facilities are vegetated surface water systems that filter water through vegetation, and soil or engineered media prior to discharge via underdrain or overflow to the downstream conveyance system. Bioretention with underdrain facilities are commonly incorporated into the site within parking lot landscaping, along roadsides, and in open spaces. Because these types of facilities have limited or no infiltration, they are typically designed to provide enough hydraulic head to move flows through the underdrain connection to the storm drain system. Treatment is achieved through filtration, sedimentation, sorption, biochemical processes and plant uptake. Typical bioretention with underdrain components include: • Inflow distribution mechanisms (e.g, perimeter flow spreader or filter strips) • Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap) • Shallow surface ponding for captured flows • Side slope and basin bottom vegetation selected based on expected climate and ponding depth • Non-floating mulch layer (Optional) • Media layer (planting mix or engineered media) capable of supporting vegetation growth • Filter course layer consisting of aggregate to prevent the migration of fines into uncompacted native soils or the aggregate storage layer • Aggregate storage layer with underdrain(s) • Impermeable liner or uncompacted native soils at the bottom of the facility • Overflow structure MS4 Permit Category Biofiltration Manual Category Biofiltration Applicable Performance Standard Pollutant Control Flow Control Primary Benefits Treatment Volume Reduction (Incidental) Peak Flow Attenuation (Optional) E.13 BF-1 Biofiltration E-111 Jan. 2024 Typical plan and Section view of a Biofiltration BMP MIN. 6” FREEBOARD MAX. 1:1 CURB cut";:. 12"MIN. '. • ,• ... : CURB CUT ................ ~ APRON FOR ENERGY ..,DISSIPATION .. ..,3H 1V(MIN.) .. .. .. ...... + + + • .. : .. : .. : .. : ~ ~ VEGETATED SIDE SLOPE PLAN NOTTO SCALE 4-6" DROP FROM CURB CUT TO APRON APRON FOR ENERGY DISSIPATION 6" MIN. TO 12" MAX. SURFACE PONDING ...... MAINTENANCE .., ACCESS (AS !'IEE~ED] .., .3H 1V (MIN.) MEDIA SURFACE AREA 3" WELL-AGED, SHREDDED HARDWOOD MULCH (OPTIONAL) MAINTENANCE ACCESS (AS NEEDED) r..::a~~~--OVERFLOW EXCAVATED SLOPE ,, STRUCTURE --t,!,;f,,~,,~,,,,., MIN. 18" MEDIA WITH MIN. 5 IN/HR FILTRATION RATE SATURATED STORAGE (OPTIONAL) AGGREGATE STORAGE LAYER ..L----".~ ..... \_ IMPERMEABLE LINER (OPTIONAL) MIN. 3" AGGREGATE BELOW UNDERDRAIN MIN. 6" DIAMETER UNDERDRAIN EXISTING UNCOMPACTED SOILS SECTION A-A' NOTTO SCALE BF-1 Biofiltration E-112 Jan. 2024 Design Adaptations for Project Goals Biofiltration Treatment BMP for storm water pollutant control. The system is lined or un-lined to provide incidental infiltration, and an underdrain is provided at the bottom to carry away filtered runoff. This configuration is considered to provide biofiltration treatment via flow through the media layer. Storage provided above the underdrain within surface ponding, media, and aggregate storage is considered included in the biofiltration treatment volume. Saturated storage within the aggregate storage layer can be added to this design by raising the underdrain above the bottom of the aggregate storage layer or via an internal weir structure designed to maintain a specific water level elevation. Integrated storm water flow control and pollutant control configuration. The system can be designed to provide flow rate and duration control by primarily providing increased surface ponding and/or having a deeper aggregate storage layer above the underdrain. This will allow for significant detention storage, which can be controlled via inclusion of an outlet structure at the downstream end of the underdrain. Recommended Siting Criteria Siting Criteria Intent/Rationale □ Placement observes geotechnical recommendations regarding potential hazards (e.g., slope stability, landslides, liquefaction zones) and setbacks (e.g., slopes, foundations, utilities). Must not negatively impact existing site geotechnical concerns. □ An impermeable liner or other hydraulic restriction layer is included if site constraints indicate that infiltration or lateral flows should not be allowed. Lining prevents storm water from impacting groundwater and/or sensitive environmental or geotechnical features. Incidental infiltration, when allowable, can aid in pollutant removal and groundwater recharge. □ Contributing tributary area shall be ≤ 5 acres (≤ 1 acre preferred). Bigger BMPs require additional design features for proper performance. Contributing tributary area greater than 5 acres may be allowed at the discretion of the City Engineer if the following conditions are met: 1) incorporate design features (e.g. flow spreaders) to minimizing short circuiting of flows in the BMP and 2) incorporate additional design features requested by the City BF-1 Biofiltration E-113 Jan. 2024 Siting Criteria Intent/Rationale Engineer for proper performance of the regional BMP. □ Finish grade of the facility is ≤ 2%. Flatter surfaces reduce erosion and channelization within the facility. Recommended BMP Component Dimensions BMP Component Dimension Intent/Rationale Freeboard ≥ 12 inches adjacent landscape area ≥ 6 inches adjacent hardscape, 4 inches for concrete planter/box structure Freeboard provides room for head over overflow structures and minimizes risk of uncontrolled surface discharge. Surface Ponding ≥ 6 and ≤ 12 inches Surface ponding capacity lowers subsurface storage requirements. Deep surface ponding raises safety concerns. Surface ponding depth greater than 12 inches (for additional pollutant control or surface outlet structures or flow-control orifices) may be allowed at the discretion of the City Engineer if the following conditions are met: 1) surface ponding depth drawdown time is less than 24 hours; and 2) safety issues and fencing requirements are considered (typically ponding greater than 18” will require a fence and/or flatter side slopes) and 3) potential for elevated clogging risk is considered. Ponding Area Side Slopes 3H:1V or shallower Gentler side slopes are safer, less prone to erosion, able to establish vegetation more quickly and easier to maintain. Mulch ≥ 3 inches Mulch will suppress weeds and maintain moisture for plant growth. BF-1 Biofiltration E-114 Jan. 2024 BMP Component Dimension Intent/Rationale Aging mulch kills pathogens and weed seeds and allows the beneficial microbes to multiply. Media Layer ≥ 18 inches 1:1 slope maximum for edge condition A deep media layer provides additional filtration and supports plants with deeper roots. Standard specifications shall be followed. For non-standard or proprietary designs, compliance with F.1 ensures that adequate treatment performance will be provided. Underdrain Diameter ≥ 6 inches Smaller diameter underdrains are prone to clogging. Cleanout Diameter ≥ 6 inches Properly spaced cleanouts will facilitate underdrain maintenance. Design Criteria and Considerations Biofiltration with underdrain must meet the following design criteria. Deviations from the below criteria may be approved at the discretion of the City Engineer if it is determined to be appropriate: Design Criteria Intent/Rationale Surface Ponding □ Surface ponding is limited to a 24-hour drawdown time. Surface ponding limited to 24 hours for plant health. Surface ponding drawdown time greater than 24-hours but less than 96 hours may be allowed at the discretion of the City Engineer if certified by a landscape architect or agronomist. Vegetation □ Plantings are suitable for the climate and expected ponding depth. A plant list to aid in selection can be found in Appendix E.21. Plants suited to the climate and ponding depth are more likely to survive. □ An irrigation system with a connection to water supply should be provided as needed. Seasonal irrigation might be needed to keep plants healthy. Mulch (Optional) BF-1 Biofiltration E-115 Jan. 2024 Design Criteria Intent/Rationale □ A minimum of 3 inches of well-aged, shredded hardwood mulch that has been stockpiled or stored for at least 12 months is provided. Mulch will suppress weeds and maintain moisture for plant growth. Aging mulch kills pathogens and weed seeds and allows the beneficial microbes to multiply. Media Layer □ Media maintains a minimum filtration rate of 5 in/hr over lifetime of facility. An initial filtration rate of 8 to 12 in/hr is recommended to allow for clogging over time; the initial filtration rate should not exceed 12 inches per hour. A filtration rate of at least 5 inches per hour allows soil to drain between events. The initial rate should be higher than long term target rate to account for clogging over time. However an excessively high initial rate can have a negative impact on treatment performance, therefore an upper limit is needed. □ Media is a minimum 18 inches deep, meeting either of these two media specifications: Section F.3 Bioretention Soil Media (BSM) or specific jurisdictional guidance. Alternatively, for proprietary designs and custom media mixes not meeting the media specifications, the media meets the pollutant treatment performance criteria in Section F.1. A deep media layer provides additional filtration and supports plants with deeper roots. Standard specifications shall be followed. For non-standard or proprietary designs, compliance with F.1 ensures that adequate treatment performance will be provided. □ Media surface area is 3% of contributing area times adjusted runoff factor or greater. Greater surface area to tributary area ratios: a) maximizes volume retention as required by the MS4 Permit and b) decrease loading rates per square foot and therefore increase longevity. Adjusted runoff factor is to account for site design BMPs implemented upstream of the BMP (such as rain barrels, impervious area dispersion, etc.). Refer to Appendix B.1 guidance. BF-1 Biofiltration E-116 Jan. 2024 Design Criteria Intent/Rationale □ Where receiving waters are impaired or have a TMDL for nutrients, the system is designed with nutrient sensitive media design (see fact sheet BF-2). Potential for pollutant export is partly a function of media composition; media design must minimize potential for export of nutrients, particularly where receiving waters are impaired for nutrients. Filter Course Layer □ A filter course is used to prevent migration of fines through layers of the facility. Filter fabric is not used. Migration of media can cause clogging of the aggregate storage layer void spaces or subgrade. Filter fabric is more likely to clog. □ Filter course is washed and free of fines. Washing aggregate will help eliminate fines that could clog the facility and impede infiltration. □ Filter course calculations assessing suitability for particle migration prevention have been completed. Gradation relationship between layers can evaluate factors (e.g., bridging, permeability, and uniformity) to determine if particle sizing is appropriate or if an intermediate layer is needed. Aggregate Storage Layer □ Class 2 Permeable per Caltrans specification 68-1.025 is recommended for the storage layer. Washed, open-graded crushed rock may be used, however a 4-6 inch washed pea gravel filter course layer at the top of the crushed rock is required. Washing aggregate will help eliminate fines that could clog the aggregate storage layer void spaces or subgrade. □ The depth of aggregate provided (12-inch typical) and storage layer configuration is adequate for providing conveyance for underdrain flows to the outlet structure. Proper storage layer configuration and underdrain placement will minimize facility drawdown time. Inflow, Underdrain, and Outflow Structures □ Inflow, underdrains and outflow structures are accessible for inspection and maintenance. Maintenance will prevent clogging and ensure proper operation of the flow control structures. □ Inflow velocities are limited to 3 ft/s or less or use energy dissipation methods. (e.g., riprap, level spreader) for concentrated inflows. High inflow velocities can cause erosion, scour and/or channeling. BF-1 Biofiltration E-117 Jan. 2024 Design Criteria Intent/Rationale □ Curb cut inlets are at least 12 inches wide, have a 4-6 inch reveal (drop) and an apron and energy dissipation as needed. Inlets must not restrict flow and apron prevents blockage from vegetation as it grows in. Energy dissipation prevents erosion. □ Stormdrain inlets shall be placed a minimum of 4-inch above the finish grade of basin (top of mulch) Inlets must not restrict flow and prevent blockage from vegetation as it grows in. □ Underdrain outlet elevation should be a minimum of 3 inches above the bottom elevation of the aggregate storage layer. A minimal separation from subgrade or the liner lessens the risk of fines entering the underdrain and can improve hydraulic performance by allowing perforations to remain unblocked. □ Minimum underdrain diameter is 6 inches. Smaller diameter underdrains are prone to clogging. □ Underdrains are made of slotted, PVC pipe conforming to ASTM D 3034 or equivalent or corrugated, HDPE pipe conforming to AASHTO 252M or equivalent. Slotted underdrains provide greater intake capacity, clog resistant drainage, and reduced entrance velocity into the pipe, thereby reducing the chances of solids migration. □ An underdrain cleanout with a minimum 6- inch diameter and lockable cap is placed every 250 to 300 feet as required based on underdrain length. Properly spaced cleanouts will facilitate underdrain maintenance. □ Overflow is safely conveyed to a downstream storm drain system or discharge point Size overflow structure to pass 100-year peak flow for on-line infiltration basins and water quality peak flow for off-line basins. Planning for overflow lessens the risk of property damage due to flooding. Conceptual Design and Sizing Approach for Storm Water Pollutant Control Only To design bioretention with underdrain for storm water pollutant control only (no flow control required), the following steps should be taken: 1. Verify that siting and design criteria have been met, including placement requirements, contributing tributary area, maximum side and finish grade slopes, and the recommended media surface area tributary ratio. 2. Calculate the DCV per Appendix B based on expected site design runoff for tributary areas. BF-1 Biofiltration E-118 Jan. 2024 3. Use the sizing worksheet presented in Appendix B.3 to size biofiltration BMPs. Conceptual Design and Sizing Approach when Storm Water Flow Control is Applicable Control of flow rates and/or durations will typically require significant surface ponding and/or aggregate storage volumes, and therefore the following steps should be taken prior to determination of storm water pollutant control design. Pre-development and allowable post-project flow rates and durations should be determined as discussed in Chapter 6 of the manual. 1. Verify that siting and design criteria have been met, including placement requirements, contributing tributary area, maximum side and finish grade slopes, and the recommended media surface area tributary ratio. 2. Iteratively determine the facility footprint area, surface ponding and/or aggregate storage layer depth required to provide detention storage to reduce flow rates and durations to allowable limits. Flow rates and durations can be controlled from detention storage by altering outlet structure orifice size(s) and/or water control levels. Multi-level orifices can be used within an outlet structure to control the full range of flows. 3. If bioretention with underdrain cannot fully provide the flow rate and duration control required by this manual, an upstream or downstream structure with significant storage volume such as an underground vault can be used to provide remaining controls. 4. After bioretention with underdrain has been designed to meet flow control requirements, calculations must be completed to verify if storm water pollutant control requirements to treat the DCV have been met. Maintenance Overview Normal Expected Maintenance. Biofiltration requires routine maintenance to: remove accumulated materials such as sediment, trash or debris; maintain vegetation health; maintain infiltration capacity of the media layer; replenish mulch; and maintain integrity of side slopes, inlets, energy dissipators, and outlets. A summary table of standard inspection and maintenance indicators is provided within this Fact Sheet. Non-Standard Maintenance or BMP Failure. If any of the following scenarios are observed, the BMP is not performing as intended to protect downstream waterways from pollution and/or erosion. Corrective maintenance, increased inspection and maintenance, BMP replacement, or a different BMP type will be required. • The BMP is not drained between storm events. Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer, filter course, aggregate storage layer, underdrain, or outlet structure. The specific cause of the drainage issue must be determined and corrected. BF-1 Biofiltration E-119 Jan. 2024 • 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. Other Special Considerations. Biofiltration is a vegetated structural BMP. Vegetated structural BMPs that are constructed in the vicinity of, or connected to, an existing jurisdictional water or wetland could inadvertently result in creation of expanded waters or wetlands. As such, vegetated structural BMPs have the potential to come under the jurisdiction of the United States Army Corps of Engineers, SDRWQCB, California Department of Fish and Wildlife, or the United States Fish and Wildlife Service. This could result in the need for specific resource agency permits and costly mitigation to perform maintenance of the structural BMP. Along with proper placement of a structural BMP, routine maintenance is key to preventing this scenario. BF-1 Biofiltration E-120 Jan. 2024 Summary of Standard Inspection and Maintenance The property owner is responsible to ensure inspection, operation and maintenance of permanent BMPs on their property unless responsibility has been formally transferred to an agency, community facilities district, homeowners association, property owners association, or other special district. Maintenance frequencies listed in this table are average/typical frequencies. Actual maintenance needs are site-specific, and maintenance may be required more frequently. Maintenance must be performed whenever needed, based on maintenance indicators presented in this table. The BMP owner is responsible for conducting regular inspections to see when maintenance is needed based on the maintenance indicators. During the first year of operation of a structural BMP, inspection is recommended at least once prior to August 31 and then monthly from September through May. Inspection during a storm event is also recommended. After the initial period of frequent inspections, the minimum inspection and maintenance frequency can be determined based on the results of the first year inspections. Threshold/Indicator Maintenance Action Typical Maintenance Frequency Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials, without damage to the vegetation or compaction of the media layer. • Inspect monthly. If the BMP is 25% full* or more in one month, increase inspection frequency to monthly plus after every 0.1-inch or larger storm event. • Remove any accumulated materials found at each inspection. Obstructed inlet or outlet structure Clear blockage. • Inspect monthly and after every 0.5-inch or larger storm event. • Remove any accumulated materials found at each inspection. Damage to structural components such as weirs, inlet or outlet structures Repair or replace as applicable • Inspect annually. • Maintain when needed. Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans. • Inspect monthly. • Maintain when needed. BF-1 Biofiltration E-121 Jan. 2024 Threshold/Indicator Maintenance Action Typical Maintenance Frequency Dead or diseased vegetation Remove dead or diseased vegetation, re- seed, re-plant, or re-establish vegetation per original plans. • Inspect monthly. • Maintain when needed. Overgrown vegetation Mow or trim as appropriate. • Inspect monthly. • Maintain when needed. 2/3 of mulch has decomposed, or mulch has been removed Remove decomposed fraction and top off with fresh mulch to a total depth of 3 inches. • Inspect monthly. • Replenish mulch annually, or more frequently when needed based on inspection. Erosion due to concentrated irrigation flow Repair/re-seed/re-plant eroded areas and adjust the irrigation system. • Inspect monthly. • Maintain when needed. Erosion due to concentrated storm water runoff flow Repair/re-seed/re-plant eroded areas, and make appropriate corrective measures such as adding erosion control blankets, adding stone at flow entry points, or minor re- grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the City Engineer shall be contacted prior to any additional repairs or reconstruction. • Inspect after every 0.5-inch or larger storm event. If erosion due to storm water flow has been observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. If the issue is not corrected by restoring the BMP to the original plan and grade, the City Engineer shall be contacted prior to any additional repairs or reconstruction. Standing water in BMP for longer than 24 hours following a storm event Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, clearing underdrains, or repairing/replacing clogged or compacted soils. • Inspect monthly and after every 0.5-inch or larger storm event. If standing water is observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. BF-1 Biofiltration E-122 Jan. 2024 Threshold/Indicator Maintenance Action Typical Maintenance Frequency Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosquito.org/biology If mosquitos/larvae are observed: first, immediately remove any standing water by dispersing to nearby landscaping; second, make corrective measures as applicable to restore BMP drainage to prevent standing water. If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96-hour drawdown criteria due to release rates controlled by an orifice installed on the underdrain, the City Engineer shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the County of San Diego Department of Environmental Health, may be required. • Inspect monthly and after every 0.5-inch or larger storm event. If mosquitos are observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintain when needed. Underdrain clogged Clear blockage. • Inspect if standing water is observed for longer than 24-96 hours following a storm event. • Maintain when needed. “25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure). 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) *Project is exempt from hydromodification 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. *Included regardless of HMP Exemption.  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) 0 r--0 '<I- (/) CD 0 --:, ~ i= u <( 500' 0 ~ 1000' I SCALE: 1 • = 1000' 2000' I PASCO LARET SUITER & ASSOCIATES San Diego I Solana Beach I Orange County Phone 858.259.8212 www.plsaengineering.com POTENTIAL CCSYA EXHIBIT 3215-3225 TYLER STREET 3215-3225 TYLER STREET CARLSBAD, CA 92008 PLSA JOB NO. 4070 SCALE 1"=1000' DATE: JANUARY 10, 2024 SHEET 1 OF 1 PROJECT SITE RUNOFF LEAVES SITE ENTERS EXISTING STORM DRAIN SYSYEM EX 54" RCP PER GIS RUNOFF ENTERS AGUA HEDIONDA LAGOON, ULTIMATELY OUTLETS TO PACIFIC OCEAN EX 36" RCP PER GIS EX 54" RCP PER GIS EX 84" RCP PER GIS EX 84" RCP PER GIS 0 r--0 '<I- (/) CD 0 --:, ~ i= u <( 400' 0 ~ 800' I SCALE: 1 • = 800' 1600' I PASCO LARET SUITER & ASSOCIATES San Diego I Solana Beach I Orange County Phone 858.259.8212 I www.plsaengineering.com HYDROMODI FICATION EXEMPTION EXHIBIT 3215-3225 TYLER STREET 3215-3225 TYLER STREET CARLSBAD, CA 92008 PLSA JOB NO. 4070 SCALE 1"=1000' DATE: FEBRUARY 10, 2024 SHEET 1 OF 1 PROJECT SITE GRAPHIC SCALE 1000 0 500 1000 ~--1 _I I 1 INCH -500 FEET LEGEND: --MAJOR DRAINAGE BASIN BOUNDARY 1 ■■■1 NAnJRAL FLOW PATH ~ HYDROMODIFICATION EXEMPT AREA HMP EXEMPTION EXHIBIT ATTACHMENT 3 Structural BMP Maintenance Information Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment: Preliminary Design/Planning/CEQA level submittal: Attachment 3 must identify: Typical maintenance indicators and actions for proposed structural BMP(s) based on Section 7.7 of the BMP Design Manual Final Design level submittal: Attachment 3 must identify:  Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s)  How to access the structural BMP(s) to inspect and perform maintenance  Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds) Manufacturer and part number for proprietary parts of structural BMP(s) when applicable  Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., silt level posts or other markings shall be included in all BMP components that will trap and store sediment, trash, and/or debris, so that the inspector may determine how full the BMP is, and the maintenance personnel may determine where the bottom of the BMP is . If required, posts or other markings shall be indicated and described on structural BMP plans.)  Recommended equipment to perform maintenance When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management APPENDIX 3a BMP MAINTENANCE THRESHOLDS BMP DESCRIPTION BIOFIL TRA TION ( 462 SF) MAINTENANCE AGREEMENT FOR PR/VA TE STORM WATER TREATMENT AND STORM WATER POLLUTION CONTROL TOTAL ALL RAISED PLANTERS MANAGEMENT FACILITIES BY HOMEOWNER'$ ASSOC/A TION O&M RESPONSIBLE PARTY DESIGNEE: W / OVERFLOW GRATES TYLER STREET HOMES HOA AS DOCUMENT #-------RECORD ________ POST-CONSTRUCTION PERMANENT BMP OPERATION & MAINTENANCE PROCEDURE DETAILS MAINTENANCE IND/CA TORS ACCUMULATION OF SEDIMENT, LITTER, OR DEBRIS POOR VEGETATION ESTABLISHMENT OVERGROWN VEGETATION EROSION DUE TO CONCENTRATED /RR/GA TION FLOW EROSION DUE TO CONCENTRATED STORM WATER RUNOFF FLOW STANDING WATER IN BIOFIL TRA TION AREAS OBSTRUCTED INLET OR OUTLET STRUCTURE DAMAGE TO INLET OR OUTLET STRUCTURE MAINTENANCE EQUIPMENT AND ACCESS USE LANDSCAPE EQUIPMENT FOR MAINTENANCE; ACCESS BMP'S FROM GROUND LEVEL OF THE APARTMENT COMPLEX INSPECTION FACILITATION INSTALL 12" X 12" OUTLET RISER STRUCTURE TO PROVIDE OBSERVATION ACCESS FOR INSPECTION OF MAINTENANCE THRESHOLDS; MARKING TO BE PROVIDED ON BMP COMPONENTS TO DETERMINE HOW FULL BMP IS. MAINTENANCE ACTION REMOVE AND PROPERLY DISPOSE OF ACCUMULATED MATERIALS, WITHOUT DAMAGE TO THE VEGETATION RE-SEED, RE-PLANT, OR RE-ESTABLISH VEGETATION PER ORIGINAL PLANS MOW OR TRIM AS APPROPRIATE, BUT NOT LESS THAT THE DESIGN HEIGHT OF THE VEGETATION PER ORIGINAL PLANS. REPAIR/RE-SEED/RE-PLANT ERODED AREAS AND ADJUST THE /RR/GA TION SYSTEM REPAIR/RE-SEED/RE-PLANT ERODED AREAS AND MAKE APPROPRIATE CORRECTIVE MEASURES SUCH AS ADDING STONE AT FLOW ENTRY POINTS OR MINOR RE-GRADING TO RESTORE PROPER DRAINAGE ACCORDING TO THE ORIGINAL PLAN. MAKE APPROPRIATE CORRECTIVE MEASURES SUCH AS ADJUSTING /RR/GA TION SYSTEM, REMOVING OBSTRUCTION OF DEBRIS OR INVASIVE VEGETATION, OR CLEANING UNDERDRAINS CLEAR OBSTRUCTIONS REPAIR OR REPLACE AS APPLICABLE PREPARED BY: PASCO LARET SUITER & ASSOCIATES San Diego I Encinitas Orange County Phone 858.259.8212 I www.plsaengineering.com ATTACHMENT .14 APPENDIX 3a BMP MAINTENANCE THRESHOLDS BMP DESCRIPTION PERVIOUS PA VERS MAINTENANCE AGREEMENT FDR PR/VA TE STORM WATER TREATMENT AND STORMWA TER POLLUTION CONTROL MANAGEMENT FACILITIES BY HOM£OWN£R'S ASSOC/A TION O&M RESPONSIBLE PARTY DESIGN££: (6,913 SF) TYLER STREET HOMES HOA AS DOCUMENT# RECORD POST-CONSTRUCT/ON PERMANENT BMP OPERATION & MAINTENANCE PROCEDURE DETAILS MAINTENANCE IND/CA TORS MAINTENANCE ACTION ACCUMULATION OF SEDIMENT, LITTER, OR DEBRIS REMOVE AND PROPERLY DISPOSE OF ACCUMULATED MATERIALS, WITHOUT DAMAGE TO PA VERS CLOGGED PA VERS VACUUM PA VERS TO REMOVE CLOGGING MATERIALS; FLUSH PAVING AND SUBSURFACE GRAVEL OBSTRUCTED INLET OR OUTLET STRUCTURE DAMAGE TO INLET OR OUTLET STRUCTURE MAINTENANCE EQUIPMENT AND ACCESS US£ LANDSCAPE EQUIPMENT FOR MAINTENANCE; ACCESS BMP'S FROM GROUND LEVEL OF TH£ APARTMENT COMPLEX INSPECTION FACILITATION INSTALL 12" X 12" CLEANOUT TO PROVIDE OBSERVATION ACCESS FOR INSPECTION OF MAINTENANCE THRESHOLDS; MARKING TO BE PROVIDED ON BMP COMPONENTS TO DETERMINE HOW FULL BMP IS. CLEAR OBSTRUCTIONS REPAIR OR REPLACE AS APPLICABLE PREPARED BY: PASCO LARET SUITER & ASSOCIATES San Diego I Encinitas Orange County Phone 858.259.8212 I www.plsaengineering.com ATTACHMENT ~ APPENDIX 3a BMP MAINTENANCE THRESHOLDS BMP DESCRIPTION TRASH CAPTURE BMP REM TRITON MAINTENANCE AGREEMENT FOR PR/VA TE STORMWA TER TREATMENT AND STORMWA TER POLLUTION CONTROL TDAM -PERF -FTC MANAGEMENT FACILITIES BY HOMEOWNER'$ ASSOC/A TION O&M RESPONSIBLE PARTY DESIGN££: TYLER STREET HOMES HOA AS DOCUMENT# RECORD POST-CONSTRUCTION PERMANENT BMP OPERATION & MAINTENANCE PROCEDURE DETAILS MAINTENANCE IND/CA TORS MAINTENANCE ACTION ACCUMULATION OF SEDIMENT, LITTER, OR DEBRIS REMOVE AND PROPERLY DISPOSE OF ACCUMULATED MATERIALS, WITHOUT DAMAGE TO PAVERS OBSTRUCTED INLET OR OUTLET STRUCTURE CLEAR OBSTRUCTIONS DAMAGE TO INLET OR OUTLET STRUCTURE REPAIR OR REPLACE AS APPLICABLE CLOGGED FILTER MEDIA REMOVE AND PROPERLY DISPOSE FILTER MEDIA, AND REPLACE WITH FRESH MEDIA MAINTENANCE EQUIPMENT AND ACCESS USE LANDSCAPE EQUIPMENT FOR MAINTENANCE; ACCESS BMP'S FROM GROUND LEVEL OF THE APARTMENT COMPLEX PREPARED BY: PASCO LARET SUITER & ASSOCIATES San Diego I Encinitas Orange County Phone 858.259.8212 I www.plsaengineering.com ATTACHMENT .14 BF-1 Biofiltration BMP MAINTENANCE FACT SHEET FOR STRUCTURAL BMP BF-1 BIOFILTRATION Biofiltration facilities are vegetated surface water systems that filter water through vegetation, and soil or engineered media prior to discharge via underdrain or overflow to the downstream conveyance system. Biofiltration facilities have limited or no infiltration. They are typically designed to provide enough hydraulic head to move flows through the underdrain connection to the storm drain system. Typical biofiltration components include: • Inflow distribution mechanisms (e.g., perimeter flow spreader or filter strips) • Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap) • Shallow surface ponding for captured flows • Side slope and basin bottom vegetation selected based on climate and ponding depth • Non-floating mulch layer • Media layer (planting mix or engineered media) capable of supporting vegetation growth • Filter course layer consisting of aggregate to prevent the migration of fines into uncompacted native soils or the aggregate storage layer • Aggregate storage layer with underdrain(s) • Impermeable liner or uncompacted native soils at the bottom of the facility • Overflow structure Normal Expected Maintenance Biofiltration requires routine maintenance to: remove accumulated materials such as sediment, trash or debris; maintain vegetation health; maintain infiltration capacity of the media layer; replenish mulch; and maintain integrity of side slopes, inlets, energy dissipators, and outlets. A summary table of standard inspection and maintenance indicators is provided within this Fact Sheet. Non-Standard Maintenance or BMP Failure If any of the following scenarios are observed, the BMP is not performing as intended to protect downstream waterways from pollution and/or erosion. Corrective maintenance, increased inspection and maintenance, BMP replacement, or a different BMP type will be required. • The BMP is not drained between storm events. Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer, filter course, aggregate storage layer, underdrain, or outlet structure. The specific cause of the drainage issue must be determined and corrected. • Sediment, trash, or debris accumulation greater than 25% of the surface ponding volume within one month. This means the load from the tributary drainage area is too high, reducing BMP function or clogging the BMP. This would require pretreatment measures within the tributary area draining to the BMP to intercept the materials. Pretreatment components, especially for sediment, will extend the life of components that are more expensive to replace such as media, filter course, and aggregate layers. • Erosion due to concentrated storm water runoff flow that is not readily corrected by adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction. BF-1 Page 1 of 11 January 12, 2017 BF-1 Biofiltration Other Special Considerations Biofiltration is a vegetated structural BMP. Vegetated structural BMPs that are constructed in the vicinity of, or connected to, an existing jurisdictional water or wetland could inadvertently result in creation of expanded waters or wetlands. As such, vegetated structural BMPs have the potential to come under the jurisdiction of the United States Army Corps of Engineers, SDRWQCB, California Department of Fish and Wildlife, or the United States Fish and Wildlife Service. This could result in the need for specific resource agency permits and costly mitigation to perform maintenance of the structural BMP. Along with proper placement of a structural BMP, routine maintenance is key to preventing this scenario. BF-1 Page 2 of 11 January 12, 2017 BF-1 Biofiltration SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR BF-1 BIOFILTRATION The property owner is responsible to ensure inspection, operation and maintenance of permanent BMPs on their property unless responsibility has been formally transferred to an agency, community facilities district, homeowners association, property owners association, or other special district. Maintenance frequencies listed in this table are average/typical frequencies. Actual maintenance needs are site-specific, and maintenance may be required more frequently. Maintenance must be performed whenever needed, based on maintenance indicators presented in this table. The BMP owner is responsible for conducting regular inspections to see when maintenance is needed based on the maintenance indicators. During the first year of operation of a structural BMP, inspection is recommended at least once prior to August 31 and then monthly from September through May. Inspection during a storm event is also recommended. After the initial period of frequent inspections, the minimum inspection and maintenance frequency can be determined based on the results of the first year inspections. Threshold/Indicator Maintenance Action Typical Maintenance Frequency Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials, without damage to the vegetation or compaction of the media layer. • Inspect monthly. If the BMP is 25% full* or more in one month, increase inspection frequency to monthly plus after every 0.1-inch or larger storm event. • Remove any accumulated materials found at each inspection. Obstructed inlet or outlet structure Clear blockage. • Inspect monthly and after every 0.5-inch or larger storm event. • Remove any accumulated materials found at each inspection. Damage to structural components such as weirs, inlet or outlet structures Repair or replace as applicable • Inspect annually. • Maintenance when needed. Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans. • Inspect monthly. • Maintenance when needed. Dead or diseased vegetation Remove dead or diseased vegetation, re-seed, re-plant, or re-establish vegetation per original plans. • Inspect monthly. • Maintenance when needed. Overgrown vegetation Mow or trim as appropriate. • Inspect monthly. • Maintenance when needed. 2/3 of mulch has decomposed, or mulch has been removed Remove decomposed fraction and top off with fresh mulch to a total depth of 3 inches. • Inspect monthly. • Replenish mulch annually, or more frequently when needed based on inspection. *“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure). BF-1 Page 3 of 11 January 12, 2017 BF-1 Biofiltration SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR BF-1 BIOFILTRATION (Continued from previous page) Threshold/Indicator Maintenance Action Typical Maintenance Frequency Erosion due to concentrated irrigation flow Repair/re-seed/re-plant eroded areas and adjust the irrigation system. • Inspect monthly. • Maintenance when needed. Erosion due to concentrated storm water runoff flow Repair/re-seed/re-plant eroded areas, and make appropriate corrective measures such as adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction. • Inspect after every 0.5-inch or larger storm event. If erosion due to storm water flow has been observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintenance when needed. If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction. Standing water in BMP for longer than 24 hours following a storm event Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, clearing underdrains, or repairing/replacing clogged or compacted soils. • Inspect monthly and after every 0.5-inch or larger storm event. If standing water is observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintenance when needed. Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosquito.org/biology If mosquitos/larvae are observed: first, immediately remove any standing water by dispersing to nearby landscaping; second, make corrective measures as applicable to restore BMP drainage to prevent standing water. If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96-hour drawdown criteria due to release rates controlled by an orifice installed on the underdrain, the [City Engineer] shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the County of San Diego Department of Environmental Health, may be required. • Inspect monthly and after every 0.5-inch or larger storm event. If mosquitos are observed, increase inspection frequency to after every 0.1-inch or larger storm event. • Maintenance when needed. Underdrain clogged Clear blockage. • Inspect if standing water is observed for longer than 24-96 hours following a storm event. • Maintenance when needed. BF-1 Page 4 of 11 January 12, 2017 BF-1 Biofiltration References American Mosquito Control Association. http://www.mosquito.org/ California Storm Water Quality Association (CASQA). 2003. Municipal BMP Handbook. https://www.casqa.org/resources/bmp-handbooks/municipal-bmp-handbook County of San Diego. 2014. Low Impact Development Handbook. http://www.sandiegocounty.gov/content/sdc/dpw/watersheds/susmp/lid.html San Diego County Copermittees. 2016. Model BMP Design Manual, Appendix E, Fact Sheet BF-1. http://www.projectcleanwater.org/index.php?option=com_content&view=article&id=250&Itemid=220 BF-1 Page 5 of 11 January 12, 2017 BF-1 Biofiltration Page Intentionally Blank for Double-Sided Printing BF-1 Page 6 of 11 January 12, 2017 BF-1 Biofiltration Date: Inspector: BMP ID No.: Permit No.: APN(s): Property / Development Name: Responsible Party Name and Phone Number: Property Address of BMP: Responsible Party Address: INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 1 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Accumulation of sediment, litter, or debris Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Remove and properly dispose of accumulated materials, without damage to the vegetation ☐ If sediment, litter, or debris accumulation exceeds 25% of the surface ponding volume within one month (25% full*), add a forebay or other pre-treatment measures within the tributary area draining to the BMP to intercept the materials. ☐ Other / Comments: Poor vegetation establishment Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Re-seed, re-plant, or re-establish vegetation per original plans ☐ Other / Comments: *“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure). BF-1 Page 7 of 11 January 12, 2017 I I I BF-1 Biofiltration Date: Inspector: BMP ID No.: Permit No.: APN(s): INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 2 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Dead or diseased vegetation Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Remove dead or diseased vegetation, re- seed, re-plant, or re-establish vegetation per original plans ☐ Other / Comments: Overgrown vegetation Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Mow or trim as appropriate ☐ Other / Comments: 2/3 of mulch has decomposed, or mulch has been removed Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Remove decomposed fraction and top off with fresh mulch to a total depth of 3 inches ☐ Other / Comments: BF-1 Page 8 of 11 January 12, 2017 BF-1 Biofiltration Date: Inspector: BMP ID No.: Permit No.: APN(s): INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 3 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Erosion due to concentrated irrigation flow Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Repair/re-seed/re-plant eroded areas and adjust the irrigation system ☐ Other / Comments: Erosion due to concentrated storm water runoff flow Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Repair/re-seed/re-plant eroded areas, and make appropriate corrective measures such as adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan ☐ If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction ☐ Other / Comments: BF-1 Page 9 of 11 January 12, 2017 BF-1 Biofiltration Date: Inspector: BMP ID No.: Permit No.: APN(s): INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 4 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Obstructed inlet or outlet structure Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Clear blockage ☐ Other / Comments: Underdrain clogged (inspect underdrain if standing water is observed for longer than 24-96 hours following a storm event) Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Clear blockage ☐ Other / Comments: Damage to structural components such as weirs, inlet or outlet structures Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Repair or replace as applicable ☐ Other / Comments: BF-1 Page 10 of 11 January 12, 2017 BF-1 Biofiltration Date: Inspector: BMP ID No.: Permit No.: APN(s): INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 5 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Standing water in BMP for longer than 24-96 hours following a storm event* Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, clearing underdrains, or repairing/replacing clogged or compacted soils ☐ Other / Comments: Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosquito.org/biology Maintenance Needed? ☐ YES ☐ NO ☐ N/A ☐ Apply corrective measures to remove standing water in BMP when standing water occurs for longer than 24-96 hours following a storm event.** ☐ Other / Comments: *Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer, filter course, aggregate storage layer, underdrain, or outlet structure. The specific cause of the drainage issue must be determined and corrected. **If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96-hour drawdown criteria due to release rates controlled by an orifice installed on the underdrain, the [City Engineer] shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the County of San Diego Department of Environmental Health, may be required. BF-1 Page 11 of 11 January 12, 2017 ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City’s standard Single Sheet BMP Plan.] 4 5 45 X XXX X X X X X X X X X X X X X X X XXX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XXXXXXXXXXXXXXXXXXXXXX X X X XX XX XXX XXX X X X XX XX X S S S S S S S S S S S S S S S S S S S S S S G G G G G G G G G G G G G G G G G G G G G G W W W W W W W W W W W W W W W W W W W W SD SD W W W W W W W W W W W W W W SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE W W SD SD SD SD SD SD N56°00'01"E 162.86' N3 4 ° 0 0 ' 4 8 " W 1 3 9 . 9 0 ' N56°00'45"E 162.86' N3 4 ° 0 0 ' 4 8 " W 1 3 9 . 8 7 ' TY L E R S T R E E T PINE AVENUE BL O C K 3 1 MA P N O . 7 7 5 AP N : 2 0 4 - 0 8 1 - 0 1 - 0 4 LOT 6 MAP 1743 APN: 204-070-28-00 LOT 4 MAP 1743 APN: 204-010-08-00 LOT 5 MAP 775 APN: 204-010-10-00 UNIT 8 FF = 47.1 PAD = 46.4 UNIT 2 FF = 47.1 PAD = 46.4 UNIT 11 FF = 46.4 PAD = 45.7 UNIT 5 FF = 46.4 PAD = 45.7 UNIT 7 FF = 47.1 PAD = 46.4 UNIT 1 FF = 47.1 PAD = 46.4 UNIT 9 FF = 47.1 PAD = 46.4 UNIT 3 FF = 47.1 PAD = 46.4 UNIT 10 FF = 46.4 PAD = 45.7 UNIT 4 FF = 46.4 PAD = 45.7 UNIT 12 FF = 46.4 PAD = 45.7 UNIT 6 FF = 46.4 PAD = 45.7 LA LA LA LA 1 2 3 4 5 6 7 8 1615 1411 10 9 12 13 17 18 19 20 22 21 23 24 2625 27 28 29 31 30 32 33 34 38 39 35 43 42 41 4746 37 36 44 45 40 J:\ACTIVE JOBS\4070 NORUM-CARLSBAD-Tyler Street\CIVIL\REPORTS\SWQMP\ATTACHMENTS\ATTACHMENT 4 - SINGLE SHEET BMP 1 LA 462 LANDSCAPING SUSTAINABLE DWG 549-9A SHEET 3 SITE DESIGN SF.TC-32 SEMI-ANNUALLYRAISED PLANTER BIOFILTRATION TREATMENT CONTROL QUANTITY FREQUENCY INSPECTION BMP TABLE FREQUENCY MAINTENANCESHEET NO.(S)DRAWING NO.CASQA NO.SYMBOLBMP ID #BMP TYPE PROPERTY BOUNDARY CENTERLINE OF ROAD ADJACENT PROPERTY LINE PUBLIC RIGHT-OF-WAY ROOF DOWNSPOUT OUTFALL LOCATION LEGEND 2,877 SF. TO PERVIOUSDIRECT RUNOFF AREAS 16- 21 24- 25 28- SD-K SD-B ANNUALLY ANNUALLY TRASH CAPTURE BMPS PLAN VIEW - SINGLE SHEET BMP PLAN NOT TO SCALE PAVERS PERVIOUS 6,913 SF.ANNUALLYTC-10 (858) 259-8212 SAN DIEGO, CA 92110 1911 SAN DIEGO AVENUNE PLSA ENGINEERING BRYAN A. KNAPP BMP CONSTRUCTION AND INSPECTION NOTES: SIGNATURE 6. SEE PROJECT SWQMP FOR ADDITIONAL INFORMATION. 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT. COMPANY CERTIFICATION PHONE NO. ADDRESS NAME PLAN PREPARED BY: CONTACT PHONE NO. ADDRESS NAME PARTY RESPONSIBLE FOR MAINTENANCE: BMP NOTES: AND INSTALLATION. HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES APPROVAL FROM THE CITY ENGINEER. 2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR RECOMMENDATIONS AND/OR THESE PLANS. 1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S INSERT CATCH BASIN TC-40 3 EA SEMI-ANNUALLY2931- 17 20- JOHN NORUM FOR: TYLER STREET DEV LLC 2888 LOKER AVENUE EAST SUITE 220 CARLSBAD, CA 92008 (949) 678-4927 DWG 549-9A SHEET 3 DWG 549-9A SHEET 3 DWG 549-9A SHEET 3 DWG 549-9A SHEET 3 SOURCE CONTROL BMP SIGN SEE DETAIL THIS SHEET 16 EA3247-DWG 549-9A SHEET 8 ENGINEERING DEPARTMENT BAK SINGLE SHEET BMP EXHIBIT TYLER STREER HOMES 3215/3225 TYLER STREET PLSA 4070 11 I I 7 ,I I 1 I , I I I _l__ ' I I ' I I A" I/ --- , .,,. .,,. .,,. .,,. / .,,. 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