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AMEND 2018-0006; OLIVENHAIN MUNICIPAL WATER DISTRICT; STORM WATER QUALITY MANAGEMENT PLAN; 2018-11-08
E-35 CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR "OLIVENHAIN MUNICIPAL WATER DISTRICT" (NEW AND REMODELED ADMINISTRATION AND OPERATIONS FACILITIES) SOP AMENDMENT 16-07 L DWG 502-9A GR2017-0019 ENGINEER OF WORK: DAVID PADILLA, P.E. C55974 PREPARED FOR: OLIVENHAIN MUNICIPAL WATER DISTRICT 1966 OLIVENHAIN ROAD ENCINITAS, CA 92024 (760) 753-6466 PREPARED BY: INFRASTRUCTURE ENGINEERING CORPORATION 14271 DANIELSON STREET POWAY, CA 92064 (858) 413-2400 DATE: November 8, 2018 _, (- 1 f/ I V :, D JAN 2 2 2019 . LLOPMENT ~EERII\G Table of Contents CERTIFICATION PAGE ............................................................................................................. 1 PROJECT VICINITY MAP .......................................................................................................... 2 FORM E-34-STORM WATER STANDARD QUESTIONNAIRE ............................................... 3 SITE INFORMATION CHECKLIST ............................................................................................ 8 FORM E-36-STANDARD PROJECT REQUIREMENT CHECKLIST ...................................... 21 SUMMARY OF PDP STRUCTURAL BMPS .............................................................................. 25 ATTACHMENTS ATTACHMENT 1: BACKUP FOR PDP POLLUTANT CONTROL BMPS Attachment 1a: DMA Exhibit Attachment 1 b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment 1 c: Harvest and Use Feasibility Screening (when applicable) Attachment 1d: Categorization of Infiltration Feasibility Condition (when applicable) Attachment 1 e: Pollutant Control BMP Design Worksheets / Calculations ATTACHMENT 2: BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES Attachment 2a: Hydromodification Management Exhibit Attachment 2b: Management of Critical Coarse Sediment Yield Areas Attachment 2c: Geomorphic Assessment of Receiving Channels Attachment 2d: Flow Control Facility Design ATTACHMENT 3: STRUCTURAL BMP MAINTENANCE THRESHOLDS AND ACTIONS ATTACHMENT 4: SINGLE SHEET BMP (SSBMP) EXHIBIT ATTACHMENT 5: OPERATION AND MAINTENANCE PLAN E-35 CERTIFICATION PAGE Project Name: OMWD Building Expansion Project ID: SDP Amendment 16-07 I hereby declare that I am the Eng ineer 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 San Diego RWQCB Order No. R9-201 3-0001 (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. C55974 Exp. 12/31 /18 Engineer of Work's Signature, P.E. Number & Expiration Date David Padilla Print Name Infrastructure Engineering Corporation Company 11 /08/2018 Date E-35 Page 1 E-35 PROJECT VICINITY MAP CITY or OCEANSIDE PACIFIC OCEAN 78 CITY OF ENCINITAS Page 2 NOT TO SCALE FORM E-34-STORM WATER STANDARD QUESTIONNAIRE E-35 Page 3 {_ City of Carlsbad STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I INSTRUCTIONS: 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 (BMP's) 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 or be subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) 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 concurrentlv. PROJECT INFORMATION PROJECT NAME: Olivenhain Municipal Water District -New and Remodeled Operations and Administration Facilities PROJECT ID: SOP 16-07 The project is (check one): D New Development l&I Redevelopment The total proposed disturbed area is: 1031049 ft2 ( 2.37 ) acres The total proposed newly created and/or replaced impervious area is: 61,115 ft2 ( 1.40 ) acres (-30,872 SF) If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID: N/A SWQMP#: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your aoolication to the Citv. E-34 Page 1 of 4 REV 02/16 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)? X If you answered "yes" to the above question, provide justification below then Go to step 5, mark the third 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 'develooment oroject', go to Steo 2. STEP2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; X b) Designed and constructed to be hydraulically disconnected from paved streets or roads; c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? X 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? X If you answered "yes" to one or more of the above questions, provide discussion/justification below, then Go to step 5, mark the second box stating "my project is EXEMPT from PDP ... " and complete applicant information. Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered "no" to the above questions, your project is not exempt from PDP, go to Step 3. E-34 Page 2 of 4 REV. 02/16 STEP3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, X 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 X more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters X and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside X development project includes development on anv natural slope that is twentv-five percent or areater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot X is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a street, road, highway X freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance X of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).• 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive X repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category X includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? X 11 . Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC X 21.203.040) If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, Go to step 4. If your project is a new project, Go to step 5, check the first box stating "My project is a PDP ... " and complete applicant information. If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT', "Go to step 5, check the second box statinQ "My project is a 'STANDARD PROJECT' .. ." and complete aoolicant information. E-34 Page 3 of 4 REV. 02/16 STEP4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = 230,930 sq. ft. X Total proposed newly created or replaced impervious area (B) = 61 115 sq. ft. Percent impervious area created or replaced (B/A)*100 = 26 % If you answered "yes", the structural BMP's required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP ... " and complete applicant information. If you answered "no," the structural BMP's required for PDP apply to the entire development. Go to step 5, check the check the first box stating "My project is a PDP ... " and complete applicant information. STEPS CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION ~ 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) for submittal at time of application. D 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. 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. D My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Assessor's Parcel Number(s): 255-040-59 Applicant Name: David Padilla Applicant Title: E . f W k ngineer o or Applicant Signature: Date: • Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. This Box for Citv Use Onlv City Concurrence: I YES I NO I I By: Date: Project ID: E-34 Page 4 of 4 REV. 02/16 SITE INFORMATION CHECKLIST Project Summary Information Project Name Olivenhain Municipal Water District -New and Remodeled Operations & Administration Facilities Project ID SOP 16-07 Project Address 1966 Olivenhain Road Encinitas, CA 92024 Assessor's Parcel Number(s) (APN(s)) 255-040-59 (formerly 255-031-03 and 255-040- 56, combined per Adj. Plat 16-06) Project Watershed (Hydrologic Unit) Carlsbad 904 Parcel Area 10.54 Acres (459,053 SF) Existing Impervious Area 5.30 Acres (230,930 Square Feet) (subset of Parcel Area) Area to be disturbed by the project 2.37 Acres (103,049 Square Feet) (Project Area) Project Proposed Impervious Area 1.40 Acres (61 ,115 Square Feet) (subset of Project Area) Project Proposed Pervious Area 0.96 Acres (41 ,934 Square Feet) (subset of Project Area) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This may be less than the Parcel Area. E-35 Page 8 Description of Existina Site Condition and Drainaae Patterns Current Status of the Site (select all that apply): 181 Existing development D Previously graded but not built out D Agricultural or other non-impervious use D Vacant, undeveloped/natural Description/ Additional Information: Project site occurs on an existing developed parcel: • North of OMWD driveway: Existing OMWD administrative offices. • South of OMWD driveway: Existing OMWD operations facility; commercial lease on the eastern one-third to agricultural food products store. Existing Land Cover Includes (select all that apply): 181 Vegetative Cover 181 Non-Vegetated Pervious Areas 181 Impervious Areas Description/ Additional Information: • North of OMWD driveway: impervious pavements and building roofs with few landscape areas. • South of OMWD driveway: impervious pavements and building roofs; pervious areas are mostly non-vegetated. Underlying Soil belongs to Hydrologic Soil Group (select all that apply): D NRCS Type A D NRCS Type B 181 NRCS Type C 181 NRCS Type D Approximate Depth to Groundwater (GW): D GW Depth < 5 feet D 5 feet < GW Depth < 1 O feet ~ 10 feet < GW Depth < 20 feet D GW Depth > 20 feet E-35 Page 9 Existing Natural Hydrologic Features (select all that apply): □ Watercourses □ Seeps □ Springs □ Wetlands 181 None Description/ Additional Information: The project site has no natural hydrologic features. The entire site has been graded previously and is currently developed. E-35 Page 10 Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from the site? At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: The project site is bounded by Olivenhain Road on the north, Rancho Santa Fe Road on the east, Encinitas Creek on the south and private property on the west. The project site occurs on two portions of a merged parcel owned by Olivenhain Municipal Water District (OMWD). Prior to the lot merge, the parcels were divided by Old Olivenhain Road, which is now vacated as a public road and serves as the OMWD driveway. North of OMWD driveway: The topography slopes downward from northwest to southeast at less than 5% slope, concentrating in the paved roadway (OMWD driveway) and flowing east to the intersection of OMWD driveway and Rancho Santa Fe Road . There are no drainage facilities along the OMWD driveway other than asphalt concrete berm and a Portland cement cross gutter at the Rancho Santa Fe Road intersection. To the north and east, Olivenhain Road and Rancho Santa Fe Road, respectively, are improved with curb and gutter and there is no off- site runoff that enters the project site. South of OMWD driveway: The topography slopes downward from northwest to southeast. • The existing, paved access road leading to the existing South Side Operations Building captures the runoff from the western, approximately two-thirds of the south parcel and directs it to two, existing bioretention basins. These basins are located on the west and east sides of the existing Operations Building. The emergency overflow outlets from the basins are piped via an underground storm drain to a headwall structure at the south property line, east of the Operations Building. The discharge eventually surface flows to Encinitas Creek. • The remaining, eastern, one-third of the south parcel drains south across the lot via sheet flow toward the south property line. There are no existing storm drain improvements on the eastern portion of the south parcel. E-35 Page 11 Description of Proposed Site Development and Drainaae Patterns Project Description/ Proposed Land Use and/or Activities: The project will consist of the primary components: • Construction of a new building for administrative offices, a Board meeting room and lobby; • Reconfiguration of existing paved areas for a new parking lot; • Construction of paving, curb and gutter improvements for the OMWD driveway (private); • Removal of existing paving, reconfiguration of existing landscape areas and construction of new landscape improvements. The project will be phased in order to provide temporary access to OMWD offices during construction and for the construction of the east wing of the permanent building (Schedule B Improvements). The building pad for the ultimate building configuration will be graded during the first phase of the project. Other project components will consist of: • Relocation of an existing emergency generator and electrical switchboard; • Relocation of existing cellular communication facilities and appurtenant electrical services; • Renovation of the interior of existing buildings; • Demolition of an existing vehicle wash bay and above ground fueling station. The existing land uses are commercial for administrative office spaces (north of OMWD driveway) and commercial south of OMWD driveway. The proposed land uses will remain the same as the existing land uses. Construction of the project will result in an overall decrease in impervious cover, approximately 30,872 square feet (0.71 acres). List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): • building roofs; • walkways; • parking spaces and drive lanes; • street paving, new and replacement (OMWD driveway). E-35 Page 12 List/describe proposed pervious features of the project (e.g., landscape areas): • landscaping around the proposed building improvements and where existing paving will be removed; • permeable pavements in new or reconfigured parking areas; • permeable pavement in pedestrian walkway areas to replace existing impervious paving. Does the project include grading and changes to site topography? 181 Yes D No Description/ Additional Information: Grading is required to construct the new building pad for the building addition, for the reconfiguration of existing parking areas, and for construction of the roundabout at the west end of the OMWD driveway. The greatest change will be the placement of approximately 2 to 3 feet of engineered fill (above existing grades) for the proposed building pad north of the existing OMWD driveway and for construction of the driveway roundabout. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? 181 Yes D No Description/ Additional Information: The project will not change the prevailing, existing drainage patterns or runoff concentration points. The OMWD driveway will remain as a subarea boundary between the north and south portions of the site. The proposed drainage gradients will be flatter and flow paths will be longer than existing conditions as a result of building pad construction. Surface runoff will be captured by proposed inlets and piped to the proposed hydromodification basins and eventually to the existing runoff concentration points. Runoff from existing roofs will be dispersed to landscaped areas. Runoff from new roofs will be captured by proposed rain barrels before discharging as surface flow to downstream hydromodification basins. The existing sidewalk underdrain that discharges to Rancho Santa Fe Road 160 feet north of OMWD driveway will remain. A new sidewalk underdrain and curb outlet is proposed at the east end of OMWD driveway, north side, about 30 feet west of Rancho Santa Fe Road. E-35 Page 13 Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): [81 On-site storm drain inlets □ Interior floor drains and elevator shaft sump pumps □ Interior parking garages □ Need for future indoor & structural pest control [81 Landscape/Outdoor Pesticide Use □ Pools, spas, ponds, decorative fountains, and other water features □Foodservice [81 Refuse areas □ Industrial processes □ Outdoor storage of equipment or materials □ Vehicle and Equipment Cleaning □ Vehicle/Equipment Repair and Maintenance □ Fuel Dispensing Areas □ Loading Docks [81 Fire Sprinkler Test Water [81 Miscellaneous Drain or Wash Water [81 Plazas, sidewalks, and parking lots E-35 Page 14 Identification of Receivina Water Pollutants of Concern Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): Runoff from the project area concentrates at two locations: • Runoff from the north side of OMWD driveway concentrates at the intersection of the OMWD driveway and Rancho Santa Fe Road and will comingle with off-site flows in RSF Road. These flows will travel approximately 250 feet south along existing curb and gutter to an existing curb inlet and public storm drain in RSF Road, then will ultimately discharge on the north bank of Encinitas Creek. • Runoff from the western two-thirds of the south side of OMWD driveway flows in the existing paved driveway leading to the South Side Operations Building and eventually flows into two existing bioretention basins which discharge at the south property line. Runoff from the eastern one-third of the south parcel which is not tributary to the existing bioretention basins sheet flows over the south property line and onto the north overbank area of Encinitas Creek. From Encinitas Creek, flows continue west approximately 5,300 feet where they cross beneath El Camino Real, then continue north approximately 8,600 feet where they enter Batiquitos Lagoon and ultimately another 13,400 feet to the Pacific Ocean shoreline (total travel length of 5.2 miles) 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 Bodv Pollutant(s)/Stressor(s) TMDLs Encinitas Creek Selenium None. TMDL req'd list, est. completion: 2019 Encinitas Creek Toxicity None. TMDL req'd list, est. comoletion: 2019 E-35 Page 15 Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP Desian Manual Appendix B.6): Also a Receiving Not Applicable to Anticipated from the Water Pollutant of Pollutant the Proiect Site Project Site Concern Sediment D 181 D Nutrients D 181 181 Heavy Metals D 181 181 Organic Compounds D 181 D Trash & Debris D 181 D Oxygen Demanding D 181 D Substances Oil & Grease D 181 181 Bacteria & Viruses 181 D D Pesticides D 181 181 From the Carlsbad WMA Water Quality Improvement Plan, the Priority Water Quality Condition identifies • toxicity for Encinitas Creek; • Indicator Bacteria for the Pacific Ocean Shoreline for the San Marcos Hydrologic Area (at Cottonwood Creek, which is not in the flow path to the ocean). Highest Priority Water Quality Conditions are not identified in the WQIP for Encinitas Creek, Batiquitos Lagoon or the Pacific Ocean shoreline at Batiquitos Lagoon. Receiving Water Pollutants of Concern, based on toxicity as a pollutant stressor, are identified in the table above. E-35 Page 16 Hydromodification Manaaement Requirements Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? 181 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): E-35 Page 17 Critical Coarse Sediment Yield Areas* *This Section only required if hydromodification manaaement requirements apply Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? ~Yes D No, No critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual been performed? D 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite D 6.2.2 Downstream Systems Sensitivity to Coarse Sediment D 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite 181 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? D No critical coarse sediment yield areas to be protected based on verification of GLUs onsite D Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. D Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion / Additional Information: Based on the Google Earth kmz file available on Project Clean Water website, a potential critical coarse sediment yield area (CCSYA) exists on the south side of OMWD driveway, but the area is located outside of the grading/work limits. Onsite conveyance does not exist that would deliver sediment from the potential CCSY A to Encinitas Creek because the potential CCSY A is tributary to the two, existing bioretention basins that are located on the south side of OMWD driveway. Refer to Attachment 2b. E-35 Page 18 Flow Control for Post-Project Runoff* *This Section onlv reauired if hvdromodification manaaement reauirements aoolv 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. POC 1: intersection of Rancho Santa Fe Road and OMWD driveway. Flows to Encinitas Creek via existing, public storm drain in Rancho Santa Fe Road. POC 2: along existing driveway to South Side Operations Building, near entrance to the easterly, existing bioretention basin on the south parcel. Discharges at south parcel property line via existing basin emergency outlet storm drain and eventually flows to Encinitas Creek. Note: POC 1 and POC 2 eventually combine off-site in Encinitas Creek. The combined total, post-project discharge is less than the pre-project discharge due to the removal of impervious surfaces proposed by the project. Has a geomorphic assessment been performed for the receiving channel(s)? ~ No, the low flow threshold is 0.1 Q2 (default low flow threshold) D Yes, the result is the low flow threshold is 0.1Q2 D Yes, the result is the low flow threshold is 0.3Q2 D Yes, the result is the low flow threshold is 0.5Q2 If a geomorphic assessment has been performed, provide title, date, and preparer: Discussion/ Additional Information: (optional) The post-project peak discharge is less than the pre-project peak discharge. E-35 Page 19 Other Site Reauirements 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. Site constraints include Type C and D soils and limited hydraulic head (or fall) for partial infiltration basin outlets. Borehole percolation testing performed at the site reveals variability in observed infiltration rates, with the lowest observed infiltration rates in Type C soils. Infiltration rates in mapped Type D soils were observed to be higher than in mapped Type C soils. Ootional 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-35 Page 20 FORM E-36 -STANDARD PROJECT REQUIREMENT CHECKLIST E-35 Page 21 'l_ City of Carlsbad STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Proiect Information Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov Proiect Name: Olivenhain Municioal Water District -New and Remodeled Ooerations & Administration Facilities Project ID: SOP 16-07 DWG No. or Buildina Permit No.: 502-9A Source Control BMPs All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See Chapter 4 and Appendix E.1 of the BMP Design Manual for information to implement source control BMPs shown in this checklist. Answer each category below pursuant to the following. • "Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E.1 of the Model BMP Design Manual. Discussion/justification is not required. • "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. • "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be orovided. Source Control Reaulrement I APPiied? SC-1 Prevention of Illicit Discharges into the MS4 I □Yes I □ No 7 lXN/A Discussion/justification if SC-1 not implemented: There are no known potential sources for illicit discharges into the MS4 system. SC-2 Storm Drain Stenciling or Signage I IXYes I □ No I D N/A Discussion/justification if SC-2 not implemented: SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, I □Yes J □ No I (X N/A Runoff, and Wind Dispersal Discussion/justification if SC-3 not implemented: None proposed. SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, I □Yes I D No I ~N/A Runoff, and Wind Dispersal Discussion/justification if SC-4 not implemented: None proposed. SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind I lXYes I □ No I D N/A Dispersal Discussion/justification if SC-5 not implemented: E-36 Page 1 of 3 REV 02/16 Source Control Reauirement Aoolied? SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and identify additional BMPs. (See Table in Appendix E.1 of BMP Manual for guidance). !X On-site storm drain inlets ~Yes □No D N/A □ Interior floor drains and elevator shaft sump pumps □Yes D No IXN/A □ Interior parking garages □ Yes D No IXN/A □ Need for future indoor & structural pest control □Yes □No [XN/A !Xlandscape/Outdoor Pesticide Use IX Yes D No D NIA □ Pools, spas, ponds, decorative fountains, and other water features □Yes D No MN/A □ Food service □Yes D No iX N/A IX Refuse areas IXYes D No D N/A D Industrial processes □ Yes D No Ni N/A □ Outdoor storage of equipment or materials □Yes □No ~N/A o Vehicle and Equipment Cleaning o Yes D No OC N/A D Vehicle/Equipment Repair and Maintenance □Yes D No IX N/A Fuel Dispensing Areas □ Yes D No Jl",[N/A D Loading Docks □Yes □No MN/A IX Fire Sprinkler Test Water X Yes D No D N/A IX Miscellaneous Drain or Wash Water □Yes D No !X N/A !X Plazas, sidewalks, and parking lots Ii Yes D No D N/A For "Yes" answers, identify the additional BMP per Appendix E.1 . Provide justification for "No" answers. See Attachment 5 to this SWQMP, Worksheet E.1-1 , Source Control BMP Requirements. E-36 Page 2 of 3 REV. 02/16 Site Desian BMPs All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual for information to implement site design BMPs shown in this checklist. Answer each category below pursuant to the following. • "Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of the Model BMP Design Manual. Discussion / justification is not required. • "No" means the BMPs is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. • "N/A" means the BMPs is not applicable at the project site because the project does not include the feature that is addressed by the BMPs (e.g., the project site has no existing natural areas to conserve). Discussion/iustification mav be provided. Site Design Reauirement I Aoolied? SD-1 Maintain Natural Drainage Pathways and Hydrologic Features I □Yes I D No I !Z N/A Discussion/justification if SD-1 not implemented: There are no natural drainage or hydrologic features; site is paved or developed. The existing prevailing drainage patterns will be maintained. SD-2 Conserve Natural Areas, Soils, and Vegetation I IXYes I □ No I □ N/A Discussion/justification if SD-2 not implemented: Conserve existing landscape outside of work limits. SD-3 Minimize Impervious Area I IXYes I □ No 7 D N/A Discussion/justification if SD-3 not implemented: SD-4 Minimize Soil Compaction I IXYes I □No I o NIA Discussion/justification if SD-4 not implemented: In hydromodification basin and tree well BMP footprints. SD-5 Impervious Area Dispersion I !XYes I o No I □ N/A Discussion/justification if SD-5 not implemented: SD-6 Runoff Collection I IXYes I o No I □ N/A Discussion/justification if SD-6 not implemented: SD-7 Landscaping with Native or Drought Tolerant Species I :XYes I D No I □ N/A Discussion/justification if SD-7 not implemented: SD-8 Harvesting and Using Precipitation I □Yes I 1X N0 I □ NIA Discussion/justification if SD-8 not implemented: Harvest and use is not feasible based on low irrigation demand during the wet season and lack of other uses for harvested precipitation. E-36 Page 3 of 3 REV. 02/16 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). E-35 Page 25 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. Structural BMPs will be implemented for pollutant and hydromodification control based on the site's partial infiltration capability, as determined through borehole infiltration tests, and the following. • The site soils are mostly Group D with some Group C. However, borehole infiltration test results indicate that the prior placement of fill may have influenced the infiltration tests as the Group C soils in the eastern portion of the site have less infiltration capacity than soils mapped as Group D. An average of the infiltration test resµlts is used in determining the design infiltration rate. • Biofiltration with partial retention basins will be implemented where possible because of the high pollutant removal efficiency for the receiving water pollutants of concern, the need for hydromodification control, and for integration with landscape improvements. Constraints include setbacks from building foundations or utilities. BMPs 1 through 5 are designed per the BMP sizing factors in the 2016 Model BMP Design Manual. BMP 6 was recently added and is sized per the May 2018 Model BMP Design Manual as approved by the City. • Permeable pavements will be used to reduce imperviousness and the design capture volume (DCV) for hydromodification control. They will be used in lieu of new impervious pavements and to replace existing impervious pavements, where feasible. Permeable pavements will provide some treatment via filtration through, and detention storage in the aggregate sublayers. Permeable pavements will be used in parking spaces and in courtyards and walkways and will be located in low-sediment generating drainage management areas (DMAs) to reduce the potential for clogging. Permeable pavements will include an underdrain (in Group C and D Soils) to reduce the potential for pavement subgrade failure. • Street tree BMPs (tree wells) will be used along the south side of OMWD (private drive) to provide biofiltration where insufficient space exists for a biofiltration with partial retention basin BMP. The design is a modified version of San Diego County Design Standard GS-1.4, Tree Well with Open Tree Space. • A cistern will intercept roof runoff from a new roof area and provide detention storage and flow control ahead of downstream hydromodification basin. Additional discussion is provided in the Structural BMP Summary Information sheets that follow. E-35 Page 26 Structural BMP Summary Information Structural BMP ID No.: 1 Dwo.: 502-9A Sheet No.: 14 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) 181 Partial retention by biofiltration with partial retention (PR-1) D Biofiltration (BF-1) D Flow-thru treatment control included as pre-treatmenUforebay 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) D Detention pond or vault for hydromodification management D Other (describe in discussion section below) Purpose: D Pollutant control only D Hydromodification control only 181 Combined pollutant control and hydromodification control D Pre-treatmenUforebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): This basin will treat new pavement and landscape areas northwest of existing Building A in DMAA2. Existing building roof areas (OMA A2A) will be diverted to BMP 6. E-35 Page 27 Structural BMP Summary Information Structural BMP ID No.: 2 DWCI.: 502-9A Sheet No.: 14 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) 181 Partial retention by biofiltration with partial retention (PR-1) D Biofiltration (BF-1) D Flow-thru treatment control included as pre-treatmenUforebay 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) D Detention pond or vault for hydromodification management D Other (describe in discussion section below) Purpose: D Pollutant control only D Hydromodification control only 181 Combined pollutant control and hydromodification control D Pre-treatmenUforebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): This basin will treat new roof, pavement and landscape areas southwest of existing Building A in DMAs A4 and A4B. The basin size is limited by existing underground electric utilities, and street, parking and building improvements. A cistern will be used to capture roof runoff from OMA A4B. The cistern will provide flow control and will supplement the hydromodification basin (BMP 2) in this OMA. The existing building roof area in OMA A4A will be routed to hydromodification basin BMP 6 via an existing storm drain that will be intercepted and extended to the basin. E-35 Page 28 Structural BMP Summary Information Structural BMP ID No.: 3 Dwq.: 502-9A Sheet No.: 15 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) 181 Partial retention by biofiltration with partial retention (PR-1) D Biofiltration (BF-1) D 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) D Detention pond or vault for hydromodification management D Other (describe in discussion section below) Purpose: D Pollutant control only D Hydromodification control only 181 Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): This basin will treat new roof, pavement and landscape areas in DMA A5, south of new Building D. The size of the basin is limited by existing underground utilities and new sidewalks for the ADA compliant path of travel. E-35 Page 29 Structural BMP Summary Information Structural BMP ID No.: 4 Dwa.: 502-9A Sheet No.: 15 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) IZl Partial retention by biofiltration with partial retention (PR-1) D Biofiltration (BF-1) D Flow-thru treatment control included as pre-treatmenUforebay 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) D Detention pond or vault for hydromodification management D Other (describe in discussion section below) Purpose: D Pollutant control only D Hydromodification control only IZl Combined pollutant control and hydromodification control D Pre-treatmenUforebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): This basin will treat new roof, pavement and landscape areas in DMAs A6, A 7, A 10, A 1 0A, A 1 OB, and A 11. This basin has elevation constraints for the outlet and, therefore, 12 inches of biofiltration soil media is proposed. Existing Building "X" will be removed as part of the project to allow space for construction of the basin. E-35 Page 30 Structural BMP Summary Information Structural BMP ID No.: 5 Dwo.: 502-9A Sheet No.: 13 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) □ Retention by permeable pavement (INF-3) 181 Partial retention by biofiltration with partial retention (PR-1) D Biofiltration (BF-1) □ Flow-thru treatment control included as pre-treatmenUforebay 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) D Detention pond or vault for hydromodification management □ Other (describe in discussion section below) Purpose: D Pollutant control only D Hydromodification control only 181 Combined pollutant control and hydromodification control □ Pre-treatmenUforebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): This basin will treat new roof, pavement and landscape areas from DMAs B 1 B and B2, on the east side of new Building D, and existing roof area OMA B1A. E-35 Page 31 Structural BMP Summary Information Structural BMP ID No.: 6 Dwc::i.: 502-9A Sheet No.: 16 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) 181 Partial retention by biofiltration with partial retention (PR-1) D Biofiltration (BF-1) D 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) D Detention pond or vault for hydromodification management D Other ( describe in discussion section below) Purpose: D Pollutant control only D Hydromodification control only 181 Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other ( describe in discussion section below) Discussion (as needed): This basin is designed per the May 2018 Model BMP Design Manual, per City approval due to its recent addition to the project, and will provide hydromodification for: • off-site OMA C4C (existing paving) to satisfy the hydromodification requirement for OMA A8 which cannot be routed to a basin due to elevation constraints; • existing roof areas in DMAs A2A and A4A to satisfy hydromodification requirements for the new roof in OMA A2B (note: DMAs A2A and A4A currently drain to an existing storm drain which will be intercepted and re-routed to BMP 6); and • new pavements and landscaping in OMA C4A. Existing parking lot AC paving in OMA C4C will be removed to allow space for construction of the basin. E-35 Page 32 Structural BMP Summary Information Structural BMP ID No.: 31, 32, 33, 34 Dwo.: 502-9A Sheet No.: 15, 16 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) D Partial retention by biofiltration with partial retention (PR-1) 181 Biofiltration (BF-1) D Flow-thru treatment control included as pre-treatmenUforebay 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) D Detention pond or vault for hydromodification management D Other ( describe in discussion section below): Flow-thru treatment control Purpose: ~ Pollutant control only D Hydromodification control only D Combined pollutant control and hydromodification control D Pre-treatmenUforebay for another structural BMP D Other ( describe in discussion section below) Discussion (as needed): Street trees in DMA A8 will provide pollutant control via biofiltration in the structural soil zone and detention storage in the structural soil zone. The design is in general accordance with the simple sizing method for infiltration BMPs and San Diego County Design Standard GS-1.4 (modified). An underdrain will be installed beneath the structural soil layer per the landscape architect's recommendations. This OMA has elevation constraints and street trees are considered the only feasible BMP along the roadside of OMWO (private drive). Hydromodification for OMA A8 will be satisfied by BMP 6 which will provide hydromodification for an equivalent area of off-site pavement (OMA C4C) and existing roof areas OMA A2A and OMA A4A. E-35 Page 33 Structural BMP Summary Information Structural BMP ID No.: 35 Dwa.: 502-9A Sheet No.: 14 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) □ Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) D Partial retention by biofiltration with partial retention (PR-1) D Biofiltration (BF-1) D 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) D Detention pond or vault for hydromodification management 181 Other (describe in discussion section below): Cistern Purpose: D 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): DMA A4 has limited space for a hydromodification basin. A cistern in DMA A4 will capture roof runoff from DMA A4B and provide detention storage and flow control upstream of biofiltration with partial retention basin BMP 2. E-35 Page 34 ATTACHMENT 1 -BACKUP FOR PDP POLLUTANT CONTROL BMPS Check which Items are Included behind this cover sheet: Attachment Contents SeQuence Attachment 1 a DMA Exhibit (Required) Attachment 1 b Attachment 1 c Attachment 1 d See DMA Exhibit Checklist on the back of this Attachment cover sheet. (24"x36" Exhibit typically required) 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 1 a Form 1-7, Harvest and Use Feasibility Screening Checklist (Required unless the entire project will use infiltration BMPs) Refer to Appendix 8.3-1 of the BMP Design Manual to complete Form 1-7. Form 1-8, Categorization of Infiltration Feasibility Condition (Required unless the project will use harvest and use BMPs) Refer to Appendices C and D of the BMP Design Manual to complete Form 1-8. Checklist r&I Included D Included on DMA Exhibit in Attachment 1 a r&I Included as Attachment 1 b, separate from DMA Exhibit r&I Included D Not included because the entire project will use infiltration BMPs r&I Included D Not included because the entire project will use harvest and use BMPs Attachment 1 e Pollutant Control BMP Design r&I Included Worksheets / Calculations (Required) Refer to Appendices B and E of the BMP Design Manual for structural pollutant control BMP design guidelines A1-1 Use this checklist to ensure the required information has been included on the DMA Exhibit: The DMA Exhibit must identify: ~ Underlying hydrologic soil group ~ Approximate depth to groundwater ~ Existing natural hydrologic features (watercourses, seeps, springs, wetlands) ~ Critical coarse sediment yield areas to be protected (if present) ~ Existing topography and impervious areas ~ Existing and proposed site drainage network and connections to drainage offsite ~ Proposed grading ~ Proposed impervious features ~ Proposed design features and surface treatments used to minimize imperviousness ~ Drainage management area (DMA) boundaries, OMA ID numbers, and OMA areas (square footage or acreage), and OMA type (i.e., drains to BMP, self-retaining, or self-mitigating) ~ Structural BMPs (identify location and type of BMP) A1 -2 ATTACHMENT 1 a -DMA EXHIBIT A1-3 - APN 255-040-59 I "1 'S / <~s's°/ C4C \ (OFF-SITE EXISif AC PAVING) ~ ~ --....., ....... , / POTENTIAL CRITICAL COARSE SEDIMENT YIELD AREA. SOURCE: PROJECT CLEAN / WATER, GOOG~E KMZ, 2016. I I !;' ' ~ ~-I I P-6 (2') \ \ NO G.W. OBSERVED / 0 0 ~ 110 ------"'- \ \ BIOFILTRATION BASIN 2 AREA=420 SF -\ -~ -OLIVENHAIN ROA~ 0 . ' ... . " 0 0 0 / / .... I ;. ·. ; .. . ' .,. . -.. . .. •. . . - I I B3 ., " -q" ' . .. . . B-4 ' . . 0 (5') .·• ):a~E~:, I I Q Id \~ 1//:f R ~r I C/j I 0 1& < /~ MlE N1W. ENGINEER CIF W0Rt I • I 0 20' 40' --- SCALE : 1" =20'-0" SDBMP, BMPID# BMPTYPE SYMBOL CARLSBAD OR TREATMENT CONTROL @ @ PERVIOUS CONC. PAVEMENT @@) PERVIOUS INTERLOCKING PAVERS CASQA NO . SD-6B TC-10 SD-68 TC-10 BMP TABLE QUANTITY DRAWING NO. 2,350 SF. 502-9A 1,706 SF. 502-9A 1,001 SF. 502-9A HYDROMODIFICATION & TREATMENT CONTROL 502-9A LEGEND PCC PAVING AC PAVING TURF BLOCK LANDSCAPE ROOF DMA BOUNDARY DISCHARGE • LOCATION/NODE PER DRAINAGE STUDY /POINT OF COMPLIANCE SHEET NO.(S) INSPECTION * MAINTENANCE * FREQUENCY FREQUENCY 13-15 SEMI-ANNUALLY SEMI-ANNUALLY 14, 15 SEMI-ANNUALLY SEMI-ANNUALLY 13 QUARTERLY SEMI-ANNUALLY 14 QUARTERLY SEMI-ANNUALLY (j) BIOFILTRA TION PR-1 271 SF. f---+---~~ffl---+----+-----+----+----+-----1 0 BIOFILTRA TION ® BIOFILTRATION © BIOFILTRATION ® BIOFILTRATION PR-1 PR-1 PR-1 PR-1 420 SF. 491 SF. 2,451 SF. 550 SF. 502-9A 14 QUARTERLY SEMI-ANNUALLY 502-9A 15 QUARTERLY SEMI-ANNUALLY 502-9A 15 QUARTERLY SEMI-ANNUALLY 502-9A 13 QUARTERLY SEMI-ANNUALLY ® BIOFILTRATION m ~~===~~="'======'====='======'======'==~ PR-1 1,762 SF. 502-9A 16 QUARTERLY SEMI-ANNUALLY HYDROMODIFICATION fx' WET VAULT ~ \.!Y (INCLUDES CISTERN) 'QSJS/ LOW IMPACT DESIGN (L.1.D.) 0-@ @-@ 0 ROOF DRAIN TO LANDSCAPING INLET FILTER VEGETATIVE SWALE SITE DESIGN @-@ STREETTREES @ CISTERN SOURCE CONTROL @ @-® TRASH ENCLOSURE STENCILS • II 0 NO DUMPING DRAINS TD OCEAN MP-50 SD-11 MP-52 FT-1 TC-30 SD-1 HU-1 GS-16 SD-13 * PRIOR TO THE RAINY SEASON (OCT 1 THROUGH APR 30) 14EA. 502-9A 7EA. 502-9A OSF. 4EA. 502-9A 1 EA. / 660 GAL. 502-9A 1 EA. 502-9A 16 EA. 502-9A 13-15 13-15 PER LANDSCAPE 14 13 13-15 ANNUALLY ANNUALLY SEMI-ANNUALLY ANNUALLY ANNUALLY ANNUALLY SEMI-ANNUALLY ANNUALLY SEMI-ANNUALLY ANNUALLY ANNUALLY ANNUALLY ~I CITY OF CARLSBAD II SHEETS I ENGINEERING DEPAR'IMENT 2 DIIA. CIHIBN l'OR: "OUVENHAIN MUNICIPAL WATER DISTRICT" (NEW AND REMODELED OPERATIONS AND ADMINISIRATION FACILmES) RECORD COPY I PROJECT NO. I SOP 16-07 MlE N1W. IWE N1W. DRAwlNG NO. REVISION DESCRIPTION OlHER /flf'W:NM. aJY lfl'PRr:JIN,. N1W. llo\'IE I 502-9A I 0 0 • - -- I I I I I I APN 255-040-59 ; I .,,,s;1/ / C4C \ {oFF-SITE EXIS1 AC PAVING) P-6 (2') NO G.W. OBS ERVED 0 0 ' y 6 BIOFILTRATION BASIN 6 ARE"A=1,762 SF C3 ,,, ~ JI O ------..__ BIOFlLTRATION BASIN 2 ARE"A=420 SF -- DfilE NlW.. ENGINEER OF WORI ..... 0 20' 40' -scALE ,1· =20·-o· W.lE NTW. W.lE NlW.. REVISION DESCRIPTION OlHER APPROVAL atY ll'flfff:NIL LEGEND PCC PAVING AC PAVING TURF BLOCK LANDSCAPE ROOF DMA BOU NDARY DISCHARGE LOCATION/NODE PER DRAINAGE STUDY /POINT OF COMPLIANCE I: · > · • l C • ~ II CITY OF CARLSBAD II SHEETS I ENGINEERING DEPARTMENT 2 DIIA CIHIBH' JOR: "OUVENHAIN MUNICIPAL WATER DISlRlcr (NEW AND REllODELED OPERATIONS AND ADMINISIRA110N FACU..ll1ES) RECORD COPY I PROJECT NO. I SOP 16-07 I DRAMNG NO. I NIW. D,\1[ 502-9A ATTACHMENT 1 b -TABULAR SUMMARY OF DMAs A1-6 ATTACHMENT lb -OMA SUMMARY DMAs In Pra.......t Umlt of Work Pervious Impervious Total Area Total Area DMA Type (sf) (sf) (sf) (ac) BMP A2 Landscape, Concrete, Permeable Pavers 5,111 659 5,770 0.132 BMP 1, Biofilt. w/P1rti,il Ret. A28 Roof 239 239 0.005 Drains to landscape A3 Permeable Pivin&, Concrete, Landscape 989 3,44 1,333 0.031 Self-Retalnln& A4 Landscape, Concrete 3,074 1,309 4,383 0.101 BMP 2, Blofilt. w/Parti,il Ret. A4B Roof 1,070 1,070 0.025 BMP 2, Biofilt. w/P1rti,il Ret., Cistern A4D Permeable Pivin&, Concrete 486 322 808 0.019 Self-Retolnin& AS Roof, Landscape, Concrete 3,025 3,031 6,064 0.139 BMP 3, Biofilt. w/P1rti,il Ret. A6 Roof, Landscape, Concrete 1,915 3,899 5,814 0.133 BMP 4, Biofilt. w/P1rti,il Ret. A7 AC, landscape 189 9,937 10,125 0.232 BMP 4, 8iofilt. w/P1rti,il Ret. A8 Permeable Pivin&, AC, landscape 2,554 12,860 15,413 0.354 BMP 31-34, Street Trees AlO Roof, Pavement, Perm. Pavement, Landscape 1,897 2,931 4,828 0.111 BMP 4, Biofilt. w/Parti,il Ret. AlOA Roof 1,086 1,086 0.025 BMP 4, Biofilt. w/Parti,il Ret. All Landscape 6,080 213 6,293 0.144 BMP 4, Blofilt. w/P1rti,il Ret. 81B Roof 1,887 1,887 0.043 BMP 5, 8iofilt. w/P1rti,il Ret. 82 Roof, Landsc,ape, Concrete 4,739 1,805 6,544 0.150 8MP 5, 8iofilt. w/P1rti,il Ret. 83 Permeable Pavin&, AC, Landscape 2,971 6,907 9,878 0.227 8MP 22, Permeable Pivin&, Infiltration 84 Landscape 2,580 26 2,606 0.060 Self-Mit1c1tln1 Cl Landscape 999 999 0.023 Self-Miti11tin1 C2 Landscape 1,619 1,619 0.037 Self-Mit11at1nc C3 Pavina, Landscape 729 7,546 8,276 0.190 Exlstlnc 81oretention Basin C4A Pavina, Landscape 979 4,951 5,930 0.136 BMP 6, 8iofilt. w/Parti,il Ret. C48 Pavina, Landscape 1,998 86 2,084 0.048 BMP 6, 8iofilt. w/P1rti,il Ret. Subtotal: 41,934 61,115 103,049 2.37 DMAs -Exist!, or Outside of Project Arn Pervlous Impervious Total Area Total Area DMA Tvoe (sf) (sf) (sf) (ac) BMP Al Existinc Roof 2,780 2,780 0.064 Exlstin1 Sand Filter Al A Existin1 Landscape 2,314 2,314 0.053 Exlstin& Sand Filter A2A Existin& Roof 2,694 2,694 0.062 Drains to Basin 6 AAA Exlstln& Roof 1,987 1,987 0.046 Drains to Basin 6 A4C Existinc Concrete 342 342 0.008 Drains to landscape A9 Existin& Landscape 2,415 2,415 0.055 Not Disturbed A108 Existing Roof -1,451 1,451 0,033 8MP 4, 8iofilt. w/Parti,il Ret. 81A Exlstin1 Roof 1,589 1,S89 0.036 8MP 5, Blofilt. w/Partial Ret. C4C Exlstin1 AC 15,508 15,508 0.356 BMP 6, Biofilt. w/P1rti,il Ret. Subtotal: 4,729 26,351 31,080 0.71 Total Considered: 46,663 ! 87,466 ! 134,129 [ 3.oa I Page 1 ATTACHMENT 1c-FORM 1-7, HARVEST AND USE FEASIBILITY SCREENING CHECKLIST A1-8 Appendix I: Forms and Checklists Harvest and Use Feasibility Checklist Form 1-7 1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season? No. Landscape irrigation demand is not reliable during the □0 Toildet and urinal ~ushing wet season -overwatering during the rainy season is detrimental Lan scape urigatton 0 Other: ______ and increasess runoff. Toilet/urinal flushing is less than 0.25*DCV. 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] There is no reliable demand. Irrigation ceases during and following rain events. 3. Calculate the DCV using worksheet B-2.1. DCV = _6=5~0~ __ (cubic feet) 3a. Is the 36 hour demand greater than or equal to the DCV? D Yes / IXNo c:::> ~ Harvest and use appears to be feasible. Conduct more detailed evaluation and sizing calculations to confirm that D CV can be used at an adequate rate to meet drawdown criteria. 3b. Is the 36 hour demand greater than 0.25DCV but less than the full DCV? D Yes / ~ No c:::::> JJ. 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. Is harvest and use feasible based on further evaluation? 0 Yes, refer to Appendix E to select and size harvest and use BMPs. ~ No, select alternate BMPs. 1-26 3c. Is the 36 hour demand less than 0.25DCV? jJ Yes t Harvest and use is considered to be infeasible. June 2015 ATTACHMENT 1 d -FORM 1-8, CATEGORIZATION OF INFILTRATION FEASIBILITY CONDITION A1-9 MC Sii SDVOSB . DVB!; January 9, 2018 David Padilla, PE, QSD Project Manager Infrastructure Engineering Corporation 14271 Danielson Street Poway, California 92064 SCST, Inc. Corporate ~eadquarters 6280 Riverdale Street San Diego. CA 92120 877.215.4321 ~ 619.280.4321 619.280.4717 "' www.scst.com SCST No. 1601 0SP3 Report No. 3 Subject: REVIEW OF GRADING PLANS AND INFILTRATION ASSESSMENT OLIVENHAIN MUNICIPAL WATER DISTRICT NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACILITIES CARLSBAD, CALIFORNIA References: 1. Infrastructure Engineering Corporation (2018), Grading Plans and Civil Details, Olivenhain Municipal Water District, New and Remodeled Operations and Administration Facilities, Drawing No. 502-9A, January 8. Dear Dave: 2. --(2018), City of Carlsbad, Priority Development Project (PDP), Storm Water Quality Management Plan (SWQMP), Olivenhain Municipal Water District, New and Remodeled Operations and Administration Facilities, January 2. 3. SCST, Inc. (2016), Geotechnical Investigation, Olivenhain Municipal Water District (OMWD) Building D, 1966 Olivenhain Road, Encinitas, California, SCST No. 160105P3-1, March 3. This letter confirms that SCST, Inc. reviewed the project grading plans and civil details and the infiltration assessment in the SWQMP, References 1 and 2. In our opinion, the project plans and details and the infiltration assessment forms 1-8 and 1-9 are prepared in accordance with the recommendations contained in the project geotechnical report, Reference 3. If you have any questions, please call me at (619) 280-4321 . Respectfully submitted, SCST, INC. (1) Addressee via e-mail: dpadilla@iecorporation.com Goolochnical tnginoerlng • tnv1ronmenbl Scitmce & l;:nginM'ring • Sp.cial ln5pu-d1on & Materials Ta,ting • J:acilit.c• Con,uhing me SU S0VOSB .0VB!i SCST, Inc. Corporate ~eadquarlers 6280 Riverdale Street San Diego, CA 92120 l 877.215.4321 r 619.280.4321 619.280.4717 www.scsl.com February 23, 2018 David Padilla, PE, QSD Project Manager SCST No. 160105P3 Report No. 4 Infrastructure Engineering Corporation 14271 Danielson Street Poway, California 92064 Subject: REVIEW OF GRADING PLAN, FOUNDATION PLAN AND SPECIFICATIONS OLIVENHAIN MUNICIPAL WATER DISTRICT NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACILITIES CARLSBAD, CALIFORNIA References: 1. Infrastructure Engineering Corporation (2018), Grading Plan, Olivenhain Municipal Water District, New and Remodeled Operations and Administration Facilities, Drawing No. 502-9A, January 8. Dear Dave: 2. SCST, Inc. (2016), Geotechnical Investigation, Olivenhain Municipal Water District Building D, 1966 Olivenhain Road, Encinitas, California, SCST No. 160105P3-1, March 3. 3. Wynn Engineering (2017), Foundation Plan, Olivenhain Municipal Water District, New and Remodeled Operations and Administration Facilities, 2nd Plan Check Submittal, December 6. This letter confirms that SCST, Inc. (SCST) reviewed the project grading plan, foundation plan and specifications, References 1 and 3. In our opinion, the plans and specifications are prepared in accordance with the recommendations contained in the project geotechnical report, Reference 2. If you have any questions, please call me at (619) 280-4321. Respectfully submitted, SCST, INC. (1) Addressee via e-mail: dpadilla@iecorporation.com Goolochnic■I tngincer-ing • tnvironmonlal Scienc• & l;,ngin•cring • Special lnipa-dion & Malerial, Testing • l=acililie~ Con•ulting Appendix I: Forms and Checklists C . . f I fil . F 'b'l' C d' · Form 1-8 ategonzatton o n 1 tratton east 1 1ty on 1t1on Part t -Full Infihration Feasibility Screening Criteria Would i.nf'dtration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Yes No X Site soils are mapped as Type C and D soils; fill soils are present. Borehole percolation test rates vary. Reference: "Geotechnical Investigation, OMWD Building D", prepared by SCST, Report No. SCST 160105P3, dated March 3, 2016. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: X Infiltration in excess of 0.5 inches/hour is not recommended adjacent to building foundations. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 1-27 June 2015 Appendix I: Forms and Checklists Criteria 3 Form 1-8 Page 2 of 4 Screening Q uestion Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? T he response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in .Appendix C.3. Provide basis: Yes No X Source control and site design BMPs can be implemented to reduce the potential for groundwater contamination. The depth to groundwater beneath the site exceeds 1 O feet. Summarize findings of srud.ies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in .Append.ix C.3. Provide basis: X The design infiltration rate and detention volumes are considered to be insignificant relative to baseflow to streams. Summarize findings of srud.ies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. Partl Result * If all answers to rows 1 -4 are "Yes" a full infiltration design is potentially feasible. The feasibility screening category is Full Infiltration If any answer from row 1-4 is ''No", infiltration may be possible to some extent but would not generally be feasible or desirable to achieve a "full infiltration" design. Proceed to Part 2 Proceed to Part 2. *To be completed using gathered site 1nformat1on and best professional Judgment cons1der1ng the definition of MEP 1n the MS4 Permit . .Additional testing and/ or studies may be required by .Agency /Jurisdictions to substantiate findings 1-28 June 2015 Appendix I: Forms and Checklists Form-1-8 Page 3 of 4 Part 2 -Partial Infiltration vs, No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria 5 Screening Question Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Borehole percolation test rates vary: Yes No X 3.8, 1.8, 0.8, and <0.1 inches per hour. The higher rates were observed in mapped Type D soils and the lower rates in mapped Type C soils, indicating soil variability. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. 6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: X Infiltration practices adjacent to structure foundations should incorporate a subdrain. Infiltration in direct traffic areas should be avoided . Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. 1-29 June 2015 Appendix I: Forms and Checklists Criteria 7 Form 1-8 Page 4 of 4 Screening Question Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in .Appendix C.3. Provide basis: Yes No X Source control and site design BMPs can be implemented to reduce the potential for groundwater contamination. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. 8 Can infiltration be allowed without violating downstream water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in .Appendix C.3. Provide basis: X Design infiltration volumes are insignificant with respect to water rights/water balance. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. Part2 Result* If all answers from row 1-4 are yes then partial infiltration design is potentially feasible. The feasibility screening category is Partial Infiltration. If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is No Infiltration. Partial lnfilt. *To be completed usmg gathered site 1nformao.on and best professional Judgment cons1der1ng the definition of MEP lt1 the MS4 Permit . .Additional testing and/or studies may be required by .Agency/Jurisdictions to substantiate findings 1-30 June 2015 fie fdit ~-~ &ool:mats l ook ~ ( C..,,ol~--.... • ( Cilyol~-C ..... L •I . ArcGIS·BMPSmngCllcul-1< ,,_+ ___________________________________________ _ itregiuom f:! ,..,tr r .erhtm •1~..:..d16'~bl:.._'4,iS4,-:aida5''. 1,"1,ibi93&t'!it~ -111.:,,;;J31n,-U11'71Hl786 C Q.pkM,saindiqo *""••o ArcGIS -BMP Sizing Calculator [ 0 Oetalfs ] IB Basemao About ffi Content !__" Leoend Legend BMP Sizing A 8 C D n/a &rt.to..,. 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B C D r,/a Leoend &rt.con-M••:> T•f'!'ns of UN Onva.c-, Ca.,m ct Elln lte:,on: •hus• ~ @ ,► ~ ii ~OOlt ,:. S:gn In -Sha.-e e Pmt 8 Measure i 1966 Ollvenha,n Rd, Carlsbad, Caltomta, USA x~ - BHP Sizing C..lcalotor I A:.rl HILtA 1-'YDRO INIT N,.,.,,E CARLSBAD Hl'ORO AREA NAl,!E San Marcos HYDRO SUBAA9 BatJQUitos NAt-'E I ;, HVORO eASIN 904.51 NUMBER HYDRO SOIL GROuP D RAIi• GAUGE BASIN oceanside Basin Zoom to ATTACHMENT 1e-POLLUTANT CONTROL BMP DESIGN WORKSHEETS/ CALCULATIONS A1-10 Area Weighted Runoff Factors for Pollutant Control Reference: S.D. Model BMP Design Manual, Appendix B, Table B.1-1 DMA: Al Runoff Area Area Surface Factor (sf) (acres) Roof 0.90 2,780 0.064 Paving (concrete, asphalt concrete) 0.90 0 0.000 Unit Pavers (grouted) 0.90 0 0.000 Decomposed Granite 0.30 0 0.000 Cobbles, Aggregate 0.30 0 0.000 Amended or Mulched Soils, Landscape 0.10 0 0.000 Permeable Pavement 0.10 0 0.000 Compacted Soil (e.g., unpaved parking) 0.30 0 0.000 Natural (A Soil) 0.10 0 0.000 Natural (B Soil) 0.14 0 0.000 Natural (C Soil) 0.23 0 0.000 Natural (D Soil) 0.30 0 0.000 r= 2,780 0.064 Area Weighted C: Existing roof; outside of project limits. DMA: AlA Runoff Area Area Surface Factor (sf) (acres) Roof 0.90 0 0.000 Paving (concrete, asphalt concrete) 0.90 0 0.000 Unit Pavers (grouted) 0.90 0 0.000 Decomposed Granite 0.30 0 0.000 Cobbles, Aggregate 0.30 0 0.000 Amended or Mulched Soils, Landscape 0.10 2,314 0.053 Permeable Pavement 0.10 0 0.000 Compacted Soil (e.g., unpaved parking) 0.30 0 0.000 Natural (A Soil) 0.10 0 0.000 Natural (B Soil) 0.14 0 0.000 Natural (C Soil) 0.23 0 0.000 Natural (D Soil) 0.30 0 0.000 I> 2,314 0.053 Area Weighted C: Existing landscape; outside of project limits. Page 1 of 15 c•A 0.057 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.057 0.90 c•A 0.000 0.000 0.000 0.000 0.000 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.005 0.10 Area Weighted Runoff Factors for Pollutant Control Reference: S.D. Model BMP Design Manual, Appendix B, Table B.1-1 OMA: A2 &A2B Runoff Area Surface Factor (sf) Roof 0.90 239 Paving (concrete, asphalt concrete) 0.90 659 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 4,499 Permeable Pavement 0.10 612 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I = 6,009 Area Weighted C: New roof, remodeled pavement and landscape. OMA: A2A Runoff Area Surface Factor (sf) Roof 0.90 2,694 Paving (concrete, asphalt concrete) 0.90 0 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 0 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I= 2,694 Area Weighted C: Existing roof; outside of project limits. Page 2 of 15 Area (acres) C*A 0.005 0.005 0.015 0.014 0.000 0.000 0.000 0.000 0.000 0.000 0.103 0.010 0.014 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.138 0.030 0.22 Area (acres) C*A 0.062 0.056 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.062 0.056 0.90 Area Weighted Runoff Factors for Pollutant Control Reference: S.0 . Model BMP Design Manual, Appendix B, Table 8.1-1 DMA: A3 Runoff Area Surface Factor (sf) Roof 0.90 0 Paving (concrete, asphalt concrete) 0.90 344 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 25 Permeable Pavement 0.10 964 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I= 1,333 Area Weighted C: New pervious pavement, concrete pavement, landscape. DMA: A4&A4B Runoff Area Surface Factor (sf) Roof 0.90 1,070 Paving (concrete, asphalt concrete) 0.90 1,309 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 3,074 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I= 5,453 Area Weighted C: New roof, remodeled pavement and landscape. Page 3 of 15 Area (acres) C*A 0.000 0.000 0.008 0.007 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.000 0.022 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.031 0.009 0.31 Area (acres) C*A 0.025 0.022 0.030 0.027 0.000 0.000 0.000 0.000 0.000 0.000 0.071 0.007 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.125 0.056 0.45 Area Weighted Runoff Factors for Pollutant Control Reference: S.D. Model BMP Design Manual, Appendix B, Table B.1-1 OMA: A4A Runoff Area Surface Factor (sf) Roof 0.90 1,987 Paving (concrete, asphalt concrete) 0.90 0 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 0 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 2:= 1,987 Area Weighted C: Existing roof; outside of project limits. OMA: A4C Runoff Area Surface Factor (sf) Roof 0.90 0 Paving (concrete, asphalt concrete) 0.90 342 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 0 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 r = 342 Area Weighted C: Existing pavement; outside of project limits. Page 4 of 15 Area (acres) C*A 0.046 0.041 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.046 0.041 0.90 Area (acres) C*A 0.000 0.000 0.008 0.007 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.008 0.007 0.90 Area Weighted Runoff Factors for Pollutant Control Reference: S.D. Model BMP Design Manual, Appendix B, Table B.1-1 DMA: A4D Runoff Area Surface Factor (sf) Roof 0.90 0 Paving (concrete, asphalt concrete) 0.90 322 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 0 Permeable Pavement 0.10 486 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I= 808 Area Weighted C: New pervious pavement and concrete pavement. DMA: AS Runoff Area Surface Factor (sf) Roof 0.90 2,161 Paving (concrete, asphalt concrete) 0.90 878 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 3,025 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I = 6,064 Area Weighted C: New roof, pavement and landscape. Page 5 of 15 Area (acres) C*A 0.000 0.000 0.007 0.007 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.011 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.019 0.008 0.42 Area (acres) C*A 0.050 0.045 0.020 0.018 0.000 0.000 0.000 0.000 0.000 0.000 0.069 0.007 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.139 0.070 0.50 Area Weighted Runoff Factors for Pollutant Control Reference: S.D. Model BMP Design Manual, Appendix B, Table B.1-1 OMA: A6 Runoff Area Surface Factor (sf) Roof 0.90 2,672 Paving (concrete, asphalt concrete) 0.90 1,227 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 1,915 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I= 5,814 Area Weighted C: New roof, pavement and landscape. OMA: A7 Runoff Area Surface Factor (sf) Roof 0.90 0 Paving (concrete, asphalt concrete) 0.90 9,937 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 189 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I= 10,125 Area Weighted C: New pavement and landscape. Page 6 of 15 Area (acres) C*A 0.061 0.055 0.028 0.025 0.000 0.000 0.000 0.000 0.000 0.000 0.044 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.133 0.085 0.64 Area (acres) C*A 0.000 0.000 0.228 0.205 0.000 0.000 0.000 0.000 0.000 0.000 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.232 0.206 0.89 Area Weighted Runoff Factors for Pollutant Control Reference: S.D. Model 8MP Design Manual, Appendix 8, Table 8.1-1 DMA: AS Runoff Area Surface Factor (sf) Roof 0.90 0 Paving (concrete, asphalt concrete) 0.90 12,860 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 1,946 Permeable Pavement 0.10 608 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I= 15,413 Area Weighted C: New pavement and landscape. DMA: A9 Runoff Area Surface Factor (sf) Roof 0.90 0 Paving (concrete, asphalt concrete) 0.90 0 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 2,415 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I= 2,415 Area Weighted C: Existing landscape, outside of project limits. Page 7 of 15 Area (acres) C*A 0.000 0.000 0.295 0.266 0.000 0.000 0.000 0.000 0.000 0.000 0.045 0.004 0.014 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.354 0.272 0.77 Area (acres) C*A 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.055 0.006 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.055 0.006 0.10 Area Weighted Runoff Factors for Pollutant Control Reference: S.D. Model BMP Design Manual, Appendix B, Table B.1-1 DMA: AlO Runoff Area Surface Factor (sf) Roof 0.90 2,879 Paving (concrete, asphalt concrete) 0.90 52 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 1,449 Permeable Pavement 0.10 448 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I= 4,828 Area Weighted C: New roof, pavement, permeable pavement, and landscape. DMA: Al0A Runoff Area Surface Factor (sf) Roof 0.90 1,086 Paving (concrete, asphalt concrete) 0.90 0 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 0 Permeable Pavement 0 .10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I= 1,086 Area Weighted C: Remodeled roof. Page 8 of 15 Area (acres) C*A 0.066 0.059 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.033 0.003 0.010 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.111 0.065 0.59 Area (acres) C*A 0.025 0.022 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.025 0.022 0.90 Area Weighted Runoff Factors for Pollutant Control Reference: S.D. Model BMP Design Manual, Appendix B, Table B.1-1 OMA: AlOB Runoff Area Surface Factor (sf) Roof 0.90 1,451 Paving (concrete, asphalt concrete) 0.90 0 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 0 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I= 1,451 Area Weighted C: Existing roof. OMA: All Runoff Area Surface Factor (sf) Roof 0.90 0 Paving (concrete, asphalt concrete) 0.90 213 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 6,080 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I= 6,293 Area Weighted C: New pavement and landscape. Page 9 of 15 Area (acres) C*A 0.033 0.030 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.033 0.030 0.90 Area (acres) C*A 0.000 0.000 0.005 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.140 0.014 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.144 0.018 0.13 Area Weighted Runoff Factors for Pollutant Control Reference: S.D. Model 8MP Design Manual, Appendix 8, Table 8.1-1 OMA: BlA Runoff Area Surface Factor (sf} Roof 0.90 1,589 Paving (concrete, asphalt concrete) 0.90 0 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 0 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I = 1,589 Area Weighted C: Existing roof. OMA: B1B Runoff Area Surface Factor (sf) Roof 0.90 1,887 Paving (concrete, asphalt concrete) 0.90 0 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 0 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I= 1,887 Area Weighted C: New roof. Page 10 of 15 Area (acres) c•A 0.036 0.033 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.036 0.033 0.90 Area (acres) c•A 0.043 0.039 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.043 0.039 0.90 Area Weighted Runoff Factors for Pollutant Control Reference: S.D. Model BMP Design Manual, Appendix B, Table B.1-1 DMA: 82 Runoff Area Surface Factor (sf} Roof 0.90 201 Paving (concrete, asphalt concrete) 0.77 1,604 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 4,359 Permeable Pavement 0.10 380 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (8 Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 I= 6,544 Area Weighted C: Area (acres) c•A 0.005 0.004 0.037 0.028 0.000 0.000 0.000 0.000 0.000 0.000 0.100 0.010 0.009 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.150 0.043 0.29 New roof, pavement, permeable pavement, and landscape. Impervious area adjustment factor (dispersion) for paving. DMA: 83 Runoff Area Area Surface Factor (sf) (acres) c•A Roof 0.90 0 0.000 0.000 Paving (concrete, asphalt concrete) 0.90 6,907 0.159 0.143 Unit Pavers (grouted) 0.90 0 0.000 0.000 Decomposed Granite 0.30 0 0.000 0.000 Cobbles, Aggregate 0.30 0 0.000 0.000 Amended or Mulched Soils, landscape 0.10 1,576 0.036 0.004 Permeable Pavement 0.10 1,395 0.032 0.003 Compacted Soil (e.g., unpaved parking) 0.30 0 0.000 0.000 Natural (A Soil) 0.10 0 0.000 0.000 Natural (B Soil) 0.14 0 0.000 0.000 Natural (C Soil) 0.23 0 0.000 0.000 Natural (D Soil) 0.30 0 0.000 0.000 I= 9,878 0.227 0.150 Area Weighted C: 0.66 New pavement, permeable pavement, and landscape. Page 11 of 15 Area Weighted Runoff Factors for Pollutant Control Reference: S.D. Model BMP Design Manual, Appendix B, Table B.1-1 OMA: B4 Runoff Area Area Surface Factor (sf) (acres) c•A Roof 0.90 0 0.000 0.000 Paving (concrete, asphalt concrete) 0.90 26 0.001 0.001 Unit Pavers (grouted) 0.90 0 0.000 0.000 Decomposed Granite 0.30 0 0.000 0.000 Cobbles, Aggregate 0.30 0 0.000 0.000 Amended or Mulched Soils, Landscape 0.10 2,580 0.059 0.006 Permeable Pavement 0.10 0 0.000 0.000 Compacted Soil (e.g., unpaved parking) 0.30 0 0.000 0.000 Natural (A Soil) 0.10 0 0.000 0.000 Natural (B Soil) 0.14 0 0.000 0.000 Natural (C Soil) 0.23 0 0.000 0.000 Natural (D Soil) 0.30 0 0.000 0.000 l= 2,606 0.060 0.006 Area Weighted C: 0.11 Existing and remodeled landscape. OMA: Cl Runoff Area Area Surface Factor (sf) (acres) c•A Roof 0.90 0 0.000 0.000 Paving (concrete, asphalt concrete) 0.90 0 0.000 0.000 Unit Pavers (grouted) 0.90 0 0.000 0.000 Decomposed Granite 0.30 0 0.000 0.000 Cobbles, Aggregate 0.30 0 0.000 0.000 Amended or Mulched Soils, Landscape 0.10 999 0.023 0.002 Permeable Pavement 0.10 0 0.000 0.000 Compacted Soil (e.g., unpaved parking) 0.30 0 0.000 0.000 Natural (A Soil) 0.10 0 0.000 0.000 Natural (B Soil) 0.14 0 0.000 0.000 Natural (C Soil) 0.23 0 0.000 0.000 Natural (D Soil) 0.30 0 0.000 0.000 l= 999 0.023 0.002 Area Weighted C: 0.10 New landscape. Page 12 of 15 Area Weighted Runoff Factors for Pollutant Control Reference: S.D. Model 8MP Design Manual, Appendix 8, Table 8.1-1 DMA: C2 Runoff Area Surface Factor (sf) Roof 0.90 0 Paving (concrete, asphalt concrete) 0.90 0 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 1,619 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (0 Soil) 0.30 0 != 1,619 Area Weighted C: New landscape. DMA: C3 Runoff Area Surface Factor (sf) Roof 0.90 0 Paving (concrete, asphalt concrete) 0.90 7,546 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 729 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 != 8,276 Area Weighted C: Remodeled pavement and landscape. Page 13 of 15 Area (acres) C*A 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.037 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.037 0.004 0.10 Area (acres) C*A 0.000 0.000 0.173 0.156 0.000 0.000 0.000 0.000 0.000 0.000 0.017 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.190 0.158 0.83 Area Weighted Runoff Factors for Pollutant Control Reference: S.D. Model BMP Design Manual, Appendix B, Table B.1-1 OMA: C4A Runoff Area Surface Factor (sf) Roof 0.90 0 Paving (concrete, asphalt concrete) 0.90 4,951 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 979 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (B Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 != 5,930 Area Weighted C: Remodeled pavement and landscape. OMA: C48 Runoff Area Surface Factor (sf) Roof 0.90 0 Paving (concrete, asphalt concrete) 0.90 86 Unit Pavers (grouted) 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 1,998 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking) 0.30 0 Natural (A Soil) 0.10 0 Natural (8 Soil) 0.14 0 Natural (C Soil) 0.23 0 Natural (D Soil) 0.30 0 != 2,084 Area Weighted C: BMP 6, biofiltration w/partial retention. Page 14 of 15 Area (acres) c•A 0.000 0.000 0.114 0.102 0.000 0.000 0.000 0.000 0.000 0.000 0.022 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.136 0.105 0.77 Area (acres) c•A 0.000 0.000 0.002 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.046 0.005 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.048 0.006 0.13 Area Weighted Runoff Factors for Pollutant Control Reference: S.D. Model BMP Design Manual, Appendix B, Table B.1-1 DMA: C4C Runoff Area Surface Factor (sf} Roof 0.90 0 Paving (concrete, asphalt concrete} 0.90 15,508 Unit Pavers (grouted} 0.90 0 Decomposed Granite 0.30 0 Cobbles, Aggregate 0.30 0 Amended or Mulched Soils, Landscape 0.10 0 Permeable Pavement 0.10 0 Compacted Soil (e.g., unpaved parking} 0.30 0 Natural (A Soil} 0.10 0 Natural (B Soil} 0.14 0 Natural (C Soil} 0.23 0 Natural (D Soil} 0.30 0 I= 15,508 Area Weighted C: Existing pavement; outside of project limits. Page 15 of 15 Area (acres) C*A 0.000 0.000 0.356 0.320 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.356 0.320 0.90 Impervious Area Dispersion Adjustment Factors Reference: 5.0. Model BMP Design Manual, Appendix B, Table B.2-1: Impervious Area Adjustment Factors that Account for Dispersion. Table 8.2-1 · Impervious Area Adjustment Factors -Dispersion Pervious Area Ratio = Impervious Area/Pervious Area Hydrologic Soil Group <=1 2 3 4 A 0.00 0.00 0.23 0.36 B 0.00 0.27 0.42 0.53 C 0.34 0.56 0.67 0.74 0 0.86 0.93 0.97 1.00 Soil Impervious Pervious Ratio: Impervious Area OMA Group Area (sf) Area (sf) lmp./Perv. Adjustment Factor B2 D 1,805 4,739 0.38 0.86 Page 1 of 1 Adjusted Runoff Factor 0.77 Worksheet B.2-1: Design Capture Volume Reference: S.D. Model BMP Design Manual, Appendix B, Section B.1 -DCV OMA: Al 85th percentile 24-hr storm depth from Figure 8.1-1 d= 0.60 inches Area tributary to BMP (s) A= 2,780 sf 0.064 acres Area weighted runoff factor (Appendix 8.1.1 and B.2.1) C= 0.90 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet DCV = (3630 x C x d x A) -TCV -RCV DCV= 125 cubic-feet 936 gallons Existing roof; outside of project limits; treated by existing sand media filter. OMA: AlA 85th percentile 24-hr storm depth from Figure 8.1-1 d= 0.60 inches Area tributary to 8MP (s) A= 2,314 sf 0.053 acres Area weighted runoff factor (Appendix 8.1.1 and 8.2.1) C= 0.10 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet DCV = (3630 x C x d x A) -TCV -RCV DCV= 12 cubic-feet 87 gallons Existing landscape area; outside of project limits; treated by existing sand media filter. OMA: A2 &A28 85th percentile 24-hr storm depth from Figure 8.1-1 d= 0.60 inches Area tributary to BMP (s) A= 6,009 sf 0.138 acres Area weighted runoff factor (Appendix 8.1.1 and 8.2.1) C= 0.22 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet DCV = (3630 x C x d x A) -TCV -RCV DCV= 66 cubic-feet 494 gallons New roof, remodeled pavement and landscape. Drains to 8MP 1, biofiltration w/partial retention. Page 1 of 10 Worksheet B.2-1: Design Capture Volume Reference: S.D. Model BMP Design Manual, Appendix B, Section B.1-DCV OMA: A2A 85th percentile 24-hr storm depth from Figure 8.1-1 d= 0.60 inches Area tributary to 8MP (s) A= 2,694 sf 0.062 acres Area weighted runoff factor (Appendix 8.1.1 and 8.2.1) C= 0.90 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 121 cubic-feet 907 gallons Existing roof; outside of project limits; drain to landscape. OMA: A3 85th percentile 24-hr storm depth from Figure 8.1-1 d= 0.60 inches Area tributary to 8MP (s) A= 1,333 sf 0.031 acres Area weighted runoff factor (Appendix 8.1.1 and 8.2.1) C= 0.31 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 21 cubic-feet 155 gallons New permeable pavement and sidewalk; self-retaining DMA. OMA: A4&A48 85th percentile 24-hr storm depth from Figure 8.1-1 d= 0.60 inches Area tributary to BMP (s) A= 5,453 sf 0.125 acres Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.45 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 123 cubic-feet 918 gallons New roof; remodeled pavement and landscape. Drains to BMP 2, biofiltration w/partial retention and cistern. Page 2 of 10 Worksheet B.2-1: Design Capture Volume Reference: S.D. Model BMP Design Manual, Appendix B, Section B.1 -DCV DMA: A4A 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 1,987 sf 0.046 acres Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.90 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 89 cubic-feet 669 gallons Existing roof; outside of project limits; drain to landscape. DMA: A4C 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 342 sf 0.008 acres Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.90 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = {3630 x C x d x A) -TCV -RCV DCV= 15 cubic-feet 115 gallons Existing pavement; outside of project limits; drain to landscape. DMA: A4D 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 808 sf 0.019 acres Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.42 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 17 cubic-feet 127 gallons New permeable pavement; self-retaining DMA. Page 3 of 10 Worksheet B.2-1: Design Capture Volume Reference: S.D. Model BMP Design Manual, Appendix B, Section 8.1 • DCV DMA: AS 85th percentile 24-hr storm depth from Figure 8.1-1 d= 0.60 inches Area tributary to 8MP (s) A= 6,064 sf 0.139 acres Area weighted runoff factor (Appendix 8.1.1 and 8.2.1) C= 0.50 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV · RCV DCV= 152 cubic-feet 1,134 gallons New roof, pavement and landscape. Drains to 8MP 3, biofiltration w/partial retention. DMA: A6 85th percentile 24-hr storm depth from Figure 8.1-1 d= 0.60 inches Area tributary to 8MP (s) A= 5,814 sf 0.133 acres Area weighted runoff factor (Appendix 8.1.1 and 8.2.1) C= 0.64 Street trees volume reduction TCV= o cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 186 cubic-feet 1,392 gallons New roof, pavement and landscape. Drains to 8MP4, biofiltration w/partial retention. DMA: A7 85th percentile 24-hr storm depth from Figure 8.1-1 d= 0.60 inches Area tributary to BMP (s) A= 10,125 sf 0.232 acres Area weighted runoff factor (Appendix 8.1.1 and 8.2.1) C= 0.89 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 451 cubic-feet 3,370 gallons Remodeled pavement and landscape. Drains to 8MP 4, biofiltration w/partial retention. Page 4 of 10 Worksheet 8.2-1: Design Capture Volume Reference: S.0. Model BMP Design Manual, Appendix B, Section B.1 -DCV OMA: AS 85th percentile 24-hr storm depth from Figure 8.1-1 d= 0.60 inches Area tributary to 8MP (s) A= 15,413 sf 0.354 acres Area weighted runoff factor (Appendix 8.1.1 and 8.2.1) C= 0.77 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Ca lculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 593 cubic-feet 4,439 gallons Remodeled pavement and landscape. Drains to tree well 8MPs 31 through 34. This DMA is offset by management of offsite area DMA C4C. OMA: A9 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to 8MP (s) A= 2,415 sf 0.055 acres Area weighted runoff factor (Appendix 8.1.1 and 8.2.1) C= 0.10 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 12 cubic-feet 90 gallons Existing landscape; outside of project limits. OMA: Al0 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 4,828 sf 0.111 acres Area weighted runoff factor (Appendix 8.1.1 and 8.2.1) C= 0.59 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 142 cubic-feet 1,065 gallons New roof, pavement and landscape. Drains to BMP 4, biofiltration w/partial retention. Page 5 of 10 Worksheet B.2-1: Design Capture Volume Reference: S.D. Model BMP Design Manual, Appendix B, Section B.1 -DCV OMA: Al0A 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 1,086 sf 0.025 acres Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.90 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 49 cubic-feet 366 gallons Remodeled roof, drains to BMP 4, biofiltration w/partial retention. OMA: AlOB 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 1,451 sf 0.033 acres Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.90 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 65 cubic-feet 488 gallons Existing roof, drains to BMP 4, biofiltration w/partial retention. OMA: All 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 6,293 sf 0.144 acres Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.13 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 41 cubic-feet 306 gallons New pavement and landscape. Drains to BMP 4, biofiltration w/partial retention. Page 6 of 10 Worksheet B.2-1: Design Capture Volume Reference: S.D. Model BMP Design Manual, Appendix B, Section B.1 -DCV OMA: BlA 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 1,589 sf 0.036 acres Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.90 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 72 cubic-feet 535 gallons Existing roof; outside of project limits. Drains to landscape. OMA: B1B 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 1,887 sf 0.043 acres Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.90 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 85 cubic-feet 635 gallons New roof. Drains to BMP 5, biofiltration w/partial retention. OMA: B2 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 6,544 sf 0.150 acres Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.29 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 95 cubic-feet 710 gallons New roof, pavement and landscape. Drains to BMP 5, biofiltration w/partial retention. Page 7 of 10 Worksheet B.2-1: Design Capture Volume Reference: S.0. Model BMP Design Manual, Appendix B, Section B.1 -DCV OMA: B3 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 9,878 sf 0.227 acres Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.66 Street trees volume reduction TCV= 0 cubic-feet - Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = {3630 x C x d x A) -TCV -RCV DCV= 326 cubic-feet 2,438 gallons New pavement, permeable pavement, grass covered porous paving, and landscape. OMA: B4 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 2,606 sf 0.060 acres I- Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.11 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 14 cubic-feet 107 gallons Existing and remodeled landscape, self-mitigating DMA. OMA: Cl 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 960 sf 0.022 acres Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.10 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = {3630 x C x d x A) -TCV -RCV DCV= 5 cubic-feet 36 gallons Landscape slope area, self-mitigating DMA. Page 8 of 10 Worksheet 8.2-1: Design Capture Volume Reference: S.D. Model 8MP Design Manual, Appendix 8, Section 8.1 -DCV OMA: C2 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 1,619 sf 0.037 acres Area weighted runoff factor (Appendix 8.1.1 and B.2.1) C= 0.10 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 8 cubic-feet 61 gallons Remodeled landscape, self-mitigating DMA. DMA: C3 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 8,276 sf 0.190 acres - Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.83 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = {3630 x C x d x A) -TCV -RCV DCV= 343 cubic-feet 2,569 gallons Remodeled pavement and landscape, tributary to existing bioretention basin. This DMA is offset by management of offsite area DMA C4C. DMA: C4A 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 5,930 sf 0.136 acres Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.77 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 228 cubic-feet 1,708 gallons Remodeled pavement and landscape. Drains to BMP 6, biofiltration w/partial retention. Page 9 of 10 Worksheet B.2-1: Design Capture Volume Reference: S.D. Model BMP Design Manual, Appendix B, Section B.1 -DCV OMA: C4B 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 4,343 sf 0.100 acres Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.12 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV • RCV DCV= 26 cubic-feet 195 gallons BMP 6, biofiltration w/partial retention. OMA: C4C 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.60 inches Area tributary to BMP (s) A= 15,508 sf 0.356 acres Area weighted runoff factor (Appendix B.1.1 and B.2.1) C= 0.90 Street trees volume reduction TCV= 0 cubic-feet Rain barrels volume reduction RCV= 0 cubic-feet Calculate DCV = (3630 x C x d x A) -TCV -RCV DCV= 698 cubic-feet 5,220 gallons Existing pavement, outside of project limits. Drains to BMP 6 to offset DMA A8 and DMA C3 which cannot drain to BMPs. Page 10 of 10 Worksheet B.5-1: Simple Sizing Method for Bioflltration BMPs Reference: S.D. Model BMP Design Manual, Appendix B, Section 8.5 BMP: 1 OMA: A2&A28 1 Remaining DCV after Implementing retention 8MPs Partial Retention 2 Infiltration rate from Worksheet D.5-1 if partial infiltration is feasible 3 Allowable drawdown time for aggregate storage below the underdrain 4 Depth of runoff that can be Infiltrated (Line 2 x Line 3] 5 Auregate pore space 6 Req'd depth of gravel below the underdraln (line 4/Une 5) 7 Assumed surface area of the biofiltration 8MP 8 Media retained pore space 9 Volume retained by 8MP ((Line 4 + (line 12 x line 8))/12] x line 7 10 DCV that requires biofiltration (Line 1 -Line 9) BMP Parameters 11 Surface Ponding (6 inches minimum, 12 inches maximum) 12 Media thickness (18 Inches minimum) Aggregate storage above underdraln invert (12 inches, typical). Use 0 inches for sizing 13 if the aggregate is not over the entire bottom suface area. 14 Media available pore space 15 Media filtration rate to be used for sizing Baseline Calculations 16 Allowable routing time for sizing 17 Depth filtered during storm (Line 15 x Line 16) Depth of detention storage 18 (line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 19 Total depth treated (Line 17 + Line 18) Option 1 -Biofllter 1.5 times the DCV 20 Req'd biofiltered volume (1.5 x Line 10) 21 Req'd footprint [Line 20 / line 19) x 12 Option 2 -Store 0.75 of remaining DCV in pores and ponding 22 Req'd storage volume (surface+ pores), [0.75 x Line 10] 23 Req'd footprint [Line 22 / line 18] x 12 Footprint of the BMP 24 Area draining to the 8MP 25 Adjusted runoff factor for the drainage area (refer to Appendix 8.1 and 8.2) 26 Minimum BMP footprint [Line 24 x line 25 x 0.03) 27 Footprint of the BMP = Maximum [(minimum line 21, Line 23), line 26) 66 cu. ft. 0.40 ln./hr. 36 hours 14 Inches 0.40 In/In 36 Inches 20 sq-ft 0.10 In/in 27 cu. ft. 39 cu. ft. 10 inches 18 inches 12 inches 0.20 in/in 5 ln./hr. 6 hours 30 inches 18 Inches 48 inches 59 cu. ft. 15 sq-ft 29 cu. ft. 19 sq-ft 6,009 sq-ft 0.22 40 sq-ft 40 sq-ft Note: Line 7 is used to estimate the amount of volume retained by the BMP. Update the assumed surface area in Line 7 until it is equivalent to the required biofiltration footprint (either Line 21 or Line 23). Page 1 of 6 Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs Reference: S.D. Model BMP Design Manual, Appendix B, Section B.5 BMP: 2 OMA: A4,A4B 1 Remaining DCV after implementing retention BMPs Partial Retention 2 Infiltration rate from Worksheet D.5-1 if partial infiltration is feasible 3 Allowable drawdown time for aggregate storage below the underdrain 4 Depth of runoff that can be infiltrated [Line 2 x Line 3) 5 Aggregate pore space 6 Req'd depth of gravel below the underdrain [Line 4/Line 5) 7 Assumed surface area of the biofiltration BMP 8 Media retained pore space 9 Volume retained by BMP [(Line 4 + (Line 12 x Line 8))/12) x Line 7 10 DCV that requires biofiltration [Line 1-Line 9) BMP Parameters 11 Surface Ponding [6 inches minimum, 12 inches maximum) 12 Media thickness [18 inches minimum] Aggregate storage above underdrain invert (12 inches, typical). Use 0 inches for sizing 13 if the aggregate is not over the entire bottom suface area. 14 Media available pore space 15 Media filtration rate to be used for sizing Baseline calculations 16 Allowable routing time for sizing 17 Depth filtered during storm [Line 15 x Line 16) Depth of detention storage 18 [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 19 Total depth treated [Line 17 + Line 18) Option 1 -Biofilter 1.5 times the DCV 20 Req'd bioflltered volume [1.5 x Line 10) 21 Req'd footprint [Line 20 / Line 19) x 12 Option 2 -Store 0.75 of remaining DCV in pores and ponding 22 Req'd storage volume (surface + pores), [0.75 x Line 10) 23 Req'd footprint [Line 22 / Line 18) x 12 Footprint of the BMP 24 Area draining to the BMP 25 Adjusted runoff factor for the drainage area (refer to Appendix 8.1 and B.2) 26 Minimum BMP footprint [Line 24 x Line 25 x 0.03) 27 Footprint of the BMP = Maximum [(minimum Line 21, Line 23), Line 26) 123 cu. ft. 0.40 in./hr. 36 hours 14 inches 0.40 in/in 36 inches 31 sq-ft 0.10 in/in 42 cu. ft. 81 cu. ft. 10 inches 18 Inches 12 inches 0.20 in/in 5 in./hr. 6 hours 30 inches 18 inches 48 inches 122 cu. ft. 30 sq-ft 61 cu. ft. 40 sq-ft 5,453 sq-ft 0.45 74 sq-ft 74 sq-ft Note: Line 7 is used to estimate the amount of volume retained by the BMP. Update the assumed surface area in Line 7 until it is equivalent to the required biofiltration footprint (either Line 21 or Line 23). Page 2 of6 Worksheet B.5-1: Simple Sizing Method for Biofiltratlon BMPs Reference: S.D. Model BMP Design Manual, Appendix B, Section B.S BMP: 3 DMA: AS 1 Remaining DCV after Implementing retention BMPs Partial Retention 2 Infiltration rate from Worksheet 0.5-1 If partial Infiltration Is feasible 3 Allowable drawdown time for aggregate storage below the underdrain 4 Depth of runoff that can be infiltrated [Line 2 x Line 3) 5 IA1u1regate pore space 6 Req'd depth of gravel below the underdraln [Line 4/Line SJ 7 Assumed surface area of the blofiltration BMP 8 Media retained pore space 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)1/12) x Line 7 10 DCV that requires blofiltration [Line 1 -Line 9) BMP Parameters 11 Surface Ponding (6 inches minimum, 12 inches maximum) 12 Media thickness [18 Inches minimum) Aggregate storage above underdrain invert (12 inches, typical). Use O inches for sizing 13 if the aggregate is not over the entire bottom suface area. 14 Media available pore space 15 Media filtration rate to be used for sizing Baseline Calculations 16 Allowable routing time for sizing 17 Depth filtered during storm [Line 15 x Line 16) Depth of detention storage 18 [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)) 19 Total depth treated [Line 17 + Line 18) Option 1 -Blofilter 1.5 times the DCV 20 Req'd biofiltered volume [1.5 x Line 10) 21 Req'd footprint [Line 20 / Line 19) x 12 Option 2 -Store 0.75 of remaining DCV in pores and ponding 22 Req'd storage volume (surface+ pores), [0.75 x Line 10) 23 Req'd footprint [Line 22 / Line 18) x 12 Footprint of the BMP 24 Area draining to the BMP 25 Adjusted runoff factor for the drainage area (refer to Appendix B.1 and B.2) 26 Minimum BMP footprint [Line 24 x Line 25 x 0.03) 27 Footprint of the BMP = Maximum [(minimum Line 21, Line 23), Line 26) 152 cu. ft. 0.40 in./hr. 36 hours 14 Inches 0.40 In/in 36 Inches 38 sq-ft 0.10 in/in 51 cu. ft. 101 cu. ft. 10 inches 18 inches 12 inches 0.20 in/in 5 ln./hr. 6 hours 30 inches 18 inches 48 inches 151 cu. ft. 37 sq-ft 76 cu. ft. 49 sq-ft 6,064 sq-ft 0.50 91 sq-ft 91 sq-ft Note: Line 7 is used to estimate the amount of volume retained by the BMP. Update the assumed surface area in Line 7 until it is equivalent to the required biofiltration footprint (either Line 21 or Line 23). Page 3 of 6 Worksheet B.5-1: Simple Sizing Method for Bloflltratlon BMPs Reference: S.0. Model BMP Design Manual, Appendix B, Section 8.5 BMP: 4 OMA: A10,Al0A,Al0B,A6,A7,All 1 Remaining DCV after implementing retention BMPs Partial Retention 2 Infiltration rate from Worksheet 0.5-1 if partial infiltration is feasible 3 Allowable drawdown time for aggregate storage below the underdrain 4 Depth of runoff that can be infiltrated [Line 2 x Line 3) 5 Auregate pore space 6 Req'd depth of gravel below the underdrain [Line 4/llne SJ 7 Assumed surface area of the biofiltration BMP 8 Media retained pore space 9 Volume retained by BMP [[line 4 + (Line 12 x line 8))/12) x line 7 10 DCV that requires biofiltration [Line 1 -Line 9) BMP Parameters 11 Surface Ponding (6 inches minimum, 12 inches maximum] 12 Media thickness (18 inches minimum) Aggregate storage above underdrain invert (12 inches, typical). Use 0 inches for sizing 13 if the aggregate is not over the entire bottom suface area. 14 Media available pore space 15 Media filtration rate to be used for sizing Baseline Calculations 16 Allowable routing time for sizing 17 Depth filtered during storm [Line 15 x line 16) Depth of detention storage 18 [line 11 + (line 12 x line 14) + (line 13 x line 5)) 19 Total depth treated [Line 17 + Line 18) Option 1 -Blofllter 1.5 times the DCV 20 Req'd biofiltered volume (1.5 x line 10) 21 Req'd footprint [Line 20 / line 19) x 12 Option 2 -Store 0. 75 of remaining DCV in pores and ponding 22 Req'd storage volume (surface + pores), (0. 75 x Line 10) 23 Req'd footprint [line 22 / Line 18) x 12 Footprint of the BMP 24 Area draining to the BMP 25 Adjusted runoff factor for the drainage area (refer to Appendix B.1 and B.2) 26 Minimum BMP footprint [line 24 x Line 25 x 0.03) 27 Footprint of the BMP = Maximum [(minimum Line 21, line 23), line 26) 934 cu. ft. 0.40 in./hr. 36 hours 14 inches 0.40 in/in 36 Inches 231 sq-ft 0.10 In/in 312 cu. ft. 622 cu. ft. 10 inches 18 inches 12 inches 0.20 in/in 5 in./hr. 6 hours 30 inches 18 inches 48 inches 933 cu. ft. 231 sq-ft 467 cu. ft. 304 sq-ft 29,597 sq-ft 0.63 559 sq-ft 559 sq-ft Note: Line 7 is used to estimate the amount of volume retained by the BMP. Update the assumed surface area in Line 7 until it is equivalent to the required biofiltration footprint (either Line 21 or Line 23). Page 4 of 6 Worksheet 8.5-1: Simple Sizing Method for Biofiltratlon BMPs Reference: S.O. Model BMP Design Manual, Appendix B, Section B.S BMP: 5 OMA: BlA,B18,B2 1 Remaining DCV after Implementing retention BMPs Partial Retention 2 infiltration rate from Worksheet D.5-1 If partial Infiltration Is feasible 3 Allowable drawdown time for aggregate storage below the underdrain 4 Depth of runoff that can be Infiltrated [Line 2 x Line 3] 5 Alluegate pore space 6 ReQ'd depth of gravel below the underdrain [Line 4/Line SJ 7 Assumed surface area of the blofiltratlon BMP 8 Media retained pore space 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8))/12] x Line 7 10 DCV that requires blofiltratlon [Line 1 -Line 9] BMP Parameters 11 Surface Ponding [6 inches minimum, 12 inches maximum] 12 Media thickness [18 Inches minimum] Aggregate storage above underdrain Invert (12 inches, typical). Use 0 inches for sizing 13 if the aggregate Is not over the entire bottom suface area. 14 Media available pore space 15 Media filtration rate to be used for sizing Baseline calculations 16 Allowable routing time for sizing 17 Depth filtered during storm [Line 15 x Line 16) Depth of detention storage 18 [Line 11 + (Line 12 x Line 14) + (Line 13 x Line S)l 19 Total depth treated [Line 17 + Line 18) Option 1 -Blofllter 1.5 times the DCV 20 Req'd blofiltered volume [1.5 x Line 10) 21 Req'd footprint [Line 20 / Line 19) x 12 Option 2 -Store 0. 7S of remaining DCV in pores and ponding 22 Req'd storage volume (surface+ pores), [0.75 x Line 10) 23 Req'd footprint [Line 22 / Line 18) x 12 Footprint of the BMP 24 Area draining to the BMP 25 Adjusted runoff factor for the drainage area (refer to Appendix 8.1 and B.2) 26 Minimum BMP footprint [Line 24 x Line 25 x 0.03) 27 Footprint of the BMP = Maximum [(minimum Line 21, Line 23), Line 26) 252 cu. ft. 0.40 ln./hr. 36 hours 14 inches 0.40 in/in 36 Inches 63 sq-ft 0.10 In/in 85 cu. ft. 167 cu. ft. 10 Inches 18 inches 12 inches 0.20 in/in 5 in./hr. 6 hours 30 inches 18 inches 48 inches 250 cu. ft. 62 sq-ft 125 cu. ft. 82 sq-ft 10,020 sq-ft 0.50 150 sq-ft 150 sq-ft Note: Line 7 ls used to estimate the amount of volume retained by the BMP. Update the assumed surface area in Line 7 until it is equivalent to the required biofiltration footprint (either Line 21 or Line 23). Page 5 of 6 Worksheet B.5-1: Simple Sizing Method for Bloflltratlon BMPs Reference: S.D. Model BMP Design Manual, Appendix B, Section B.5 BMP: 6 OMA: C4A,C4B,C4C,A2A,A4A 1 Remaining DCV after Implementing retention BMPs Partial Retention 2 Infiltration rate from Worksheet D.5-1 if partial Infiltration is feasible 3 Allowable drawdown time for aoregate storage below the underdrain 4 Depth of runoff that can be Infiltrated (Line 2 x Line 3) 5 Aggregate pore space 6 Req'd depth of gravel below the underdraln [Line 4/Line 5) 7 Assumed surface area of the biofiltratlon BMP 8 Media retained pore space 9 Volume retained by BMP [(Line 4 + (Line 12 x Line 8))/12) x Line 7 10 DCV that requires bloflltration (Line 1 -Line 9) BMP Parameters 11 Surface Ponding (6 inches minimum, 12 inches maximum] 12 Media thickness (18 Inches minimum) Aggregate storage above underdrain invert (12 inches, typical). Use 0 Inches for sizing 13 if the aggregate is not over the entire bottom suface area. 14 Media available pore space 15 Media filtration rate to be used for sizing Baseline calculations 16 Allowable routing time for sizing 17 Depth filtered during storm (Line 15 x Line 16) Depth of detention storage 18 [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)) 19 Total depth treated [line 17 + line 18) Option 1 • Blofllter 1.5 times the DCV 20 Req'd biofiltered volume (1.5 x Line 10) 21 Req'd footprint [Line 20 / Line 19) x 12 Option 2 • Store 0.75 of remaining DCV In pores and ponding 22 Req'd storage volume (surface + pores), (0. 75 x Line 10) 23 Req'd footprint [Line 22 / Line 18) x 12 Footprint of the BMP 24 Area draining to the BMP 25 Adjusted runoff factor for the drainage area (refer to Appendix B.1 and B.2) 26 Minimum BMP footprint [Line 24 x line 25 x 0.03) 27 Footprint of the BMP = Maximum [(minimum line 21, line 23), Line 26) 1,162 cu. ft. 0.51 in./hr. 36 hours 18 inches 0.40 In/In 46 Inches 285 sq-ft 0.10 in/in 479 cu. ft. 683 cu. ft. 12 inches 18 inches 15 inches 0.20 in/in 5 in./hr. 6 hours 30 inches 22 inches 52 Inches 1,025 cu. ft. 238 sq-ft 512 cu. ft. 285 sq-ft 28,203 sq-ft 0.82 694 sq-ft 694 sq-ft Note: Line 7 is used to estimate the amount of volume retained by the BMP. Update the assumed surface area In Line 7 until it is equivalent to the required biofiltratlon footprint (either Line 21 or Line 23). Page 6 of 6 ATTACHMENT 2-BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES Indicate which Items are Included behind this cover sheet: Attachment Contents Checklist Sequence Attachment 2a Hydromodification Management 181 Included Exhibit (Required) See Hydromodification Management Exhibit Checklist on the back of this Attachment cover sheet. Attachment 2b Management of Critical Coarse 181 Exhibit showing project drainage Sediment Yield Areas (WMAA Exhibit boundaries marked on WMAA is required, additional analyses are Critical Coarse Sediment Yield optional) Area Map (Required) See Section 6.2 of the BMP Design Optional analyses for Critical Coarse Manual. Sediment Yield Area Determination □ 6.2.1 Verification of Geomorphic Landscape Units Onsite □ 6.2.2 Downstream Systems Sensitivity to Coarse Sediment □ 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite Attachment 2c Geomorphic Assessment of Receiving 181 Not Performed Channels (Optional) □ Included See Section 6.3.4 of the BMP Design Manual. Attachment 2d Flow Control Facility Design and 181 Included Structural BMP Drawdown Calculations (Required) See Chapter 6 and Appendix G of the BMP Design Manual A2-1 ATTACHMENT 2a-HYDROMODIFICATION MANAGEMENT EXHIBIT A2-2 Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit: The Hydromodification Management Exhibit must identify: 181 Underlying hydrologic soil group 181 Approximate depth to groundwater 181 Existing natural hydrologic features (watercourses, seeps, springs, wetlands) 181 Critical coarse sediment yield areas to be protected (if present) 181 Existing topography 181 Existing and proposed site drainage network and connections to drainage offsite 181 Proposed grading 181 Proposed impervious features 181 Proposed design features and surface treatments used to minimize imperviousness 181 Point(s) of Compliance (POC) for Hydromodification Management 181 Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions) 181 Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) A2-3 i I ,I ,/ ,,. __ _ I l i I f / (' I ,/ ;( P:\Projects\tiBAA {0148)\0002 {OMWO Bldg O Desig11)\CADO\HYD_SWQMP\HYDROMOD Pl..AN-EXISnN.G CONDmOO.awg 'l1/t3/201S 12:i.3 PM \ - 0-YR PRE-DEVELOPMENT FLOODPLAI ER LOMR DA TED OCT 27, 2017, C NO. 17-09-2475P )' 'l ' -. '-->·-' ' ! ·~ I v,' "· / I I I ---~. ;- I 0 D I I f I .,.,,.✓ ' ' ; __ -~-------;' ifL // __ j I ! I . ; j f/ !/ !t ; I I i ' J! ! r---; " :~ , I I ;' I /,f /; ' I II l ! // ! ' j ; '' ! iJ' .i//1 ; { -' ! ; J i //;/I f i ,,•I' ,' ! .' j . !/1!,,1 ' ' I •t' ;i f J '1· ,, ' ; , i '.'.1/ I'; I f . ,,; / ' /! Ji/ I ' ' l /,· ,[ 1 lj : ; ·_, ~->~ . '. J LEGEND: ---• >%- 1 POC 1 HYDROLOGIC SOIL GROUP DIRECTION OF SURFACE FLOW LIMIT OF WORK SUB-AREA BOUNDARY NODE NUMBER SPOT ELEVATION AREA IN ACRES WEIGHTED RUNOFF COEFFICIENT (RATIONAL METHOD) POTENTIAL CRITICAL COARSE SEDIMENT YIELD AREA. SOURCE: PROJECT CLEAN WATER, GOOGLE.KMZ, 2016 HYDROMODIFICATION POINT OF COMPLIANCE 0 20· 40' ,' ,:I' .. :,,(' •' " fl t· / I,. I le ' OLIVENHAIN M.W.D. BUILDING D EXPANSION EXISTING CONDITION HYDROMODIFICATION MANAGEMENT MAP FIGURE 3-A ---- P:\!"rojw:s\HSAA (0148)\0002 (OMWD Bldg O Oes;gii)\CACO\HVD_SWCMP\HYDROMOD Pl..Afil:-EX!STING CONDITION,dwg 11/13/2018 12:15 PM \ \~ \ ·. \ \ \ \_ \ \ . . \ ·\. ·-/ -, '-...__ ___ '-._ ' ~ I ------ / --§.OIL TYPE "0" SOtL TYPE -"Cu --- - ------- LEGEND: "X" ---• 1 POC 1 a~ 1 I :-,,-;, I i 0 / I I HYDROLOGIC SOIL GROUP DIRECTION OF SURFACE FLOW LlfAIT OF WORK SUB-AREA BOUNDARY NODE NUMBER SPOT ELEVATION AREA IN ACRES WEIGHTED RUNOFF COEFFICIENT (RATIONAL METHOD) POTENTIAL CRITICAL COARSE SEDIMENT YIELD AREA. SOURCE: PROJECT CLEAN WATER, GOOGLE.KMZ, 2016 HYDROMODIFICATION POINT OF COMPLIANCE 40' 80' OLIVENHAIN M.W.D. BUILDING D EXPANSION EXISTING CONDITION HYDROMODIFICATION MANAGEMENT MAP FIGURE 3-8 - / / I ' ' / • <' ... ~~:-- PO C 2 : ._ .. \ RUNOFF CONCENTRA\TldN \ POINT -DRAINAGE BASINI C • I 0 \ ! 'J - P:\Projects\HBAA {0148)\0002 {OMWO B!dg D Desi 11)\000\'-""' \ 9 ,.....,,.,_SWQMP HYOROMOD Pl.AN-PROPOSED CONDITlON.dwg 11/13/2018 12:15 Pt,; ___ , --- \ .------ '• '· '··-~'-,,"' ->::------X-·---X--·-, I ".;, I I . . ' ' I ' I 7 j -I / n• 'J I I ' i ' 0 20' LEGEND: ---• _>% 6 POC 1 BMP 1-5 t ··.··.· .. > I ~ 40' HYDROLOGIC SOIL GROUP DIRECTION OF SURFACE FLOW LIMIT OF WORK SUB-AREA BOUNDARY NODE NUMBER SPOT ELEVATION AREA IN ACRES WEIGHTED RUNOFF FACTOR FOR HYDROMODIFlCATION SIZING FACTOR METHOD POTENTIAL CRITICAL COARSE SEDIMENT YIELD AREA. SOURCE: PROJECT CLEAN WATER, GOOGLE.KMZ, 2016 HYDROMODIFICATION POINT OF COMPLIANCE PROPOSED DETENTION BASIN PERViOUS CONCRETE PAVING PERVIOUS INTERLOCKING CONCRETE PAVERS POROUS PAVING (TURF BLOCK) OLIVENHAIN M.W.D. BUILDING D EXPANSION PROPOSED CONDITION HYDROMODIFICATION MANAGEMENT MAP FIGURE 4 ATTACHMENT 2b-MANAGEMENT OF CRITICAL COARSE SEDIMENT YIELD AREAS A2-5 0 0 Oo .-IQ M ...., V) Q) L. Q) Q) -~ ATTACHMENT 2c -GEOMORPHIC ASSESSMENT OF RECEIVING CHANNELS (Not Performed) A2-7 ATTACHMENT 2d-FLOW CONTROL FACILITY DESIGN AND STRUCTURAL BMP DRAWDOWN CALCULATIONS A2-8 BMPSummary BASINS ··-Req'd Req·a VJ •eq·av, •eq·a PrUp<nCV .,.,,,.,,... ··~ PrOpu,ca "''"' """ --Area Stora1e Storage Stonce PondArt:a Vl Storase vzstoras• Storage "olReq'd Depth Freeboard MedlaDes>th Stora1e Oia.LowAow BMPNo. T•-,,n f,fl (ell Vl+V2 lsfl (ell (ell Vl+V2 s1---ljnl linl flnl Deoth fin\ Orifice linl -· Lined' 1 Biofiltration w/Partial Retention 191 1S9 11S 274 224 133 146 279 102" 10 3 II 12 5/16 St'Ction 0 No 2 Biofiltration w/Partial Retentk>n 349 291 210 501 361 230 259 489 -10 3 II 12 5/16 Section 0 No 3 Biofittration w/Partial Retentk>n 434 362 261 623 431 2116 326 612 -10 3 18 12 5/16 Section 0 No 4 Biofiltratk>n w/Partial Retention 2,485 2.071 1,091 3 562 2.2'9 1.711 1915 3626 102" 10 3 12 18 9/16 Section 0 No 5 Biofiltratk>n w/Partial Retentk>n 547 4S5 328 783 482 317 359 676 116" 10 3 II 12 5/16 section 0 No 6 Biofiltration w/Partial Retention 3 1,509 1075 923 1,998 1.536 1.332 1586 2918 146" 12 3 18 II 3/4 Section D No Notes: 7,741 8,600 111" 1. Bioretention section per City of Carlsbad BMP Design Manual, Appendix E. Tible E.20 Pl Plant List. 2. No liner bek>w the bottom of the aggregate stOQl&e b~r. 3. BMP 6 sized using 2018 Model BMP Design Manual sizing factors. Basins 1 through 5 sized using 2016 Model BMP Design Manual sizing factors. amRNS ._..,, .. nn..- BMPNo. T·-I I Volume Volume , •• n ldl' 35 Cistem I I 660 88 I T 0 Total: 88 5. aMP 2: Requifrd Vt ~ Proposed vt storage• 61 cf. Pagel Biofiltration Basin Area/Volume Calculations BMPl BMP2 BMP3 BMP4 BMP5 BMP6 Area -Basin Top (sf) 271 420 491 2451 550 1762 Area -Pond Surface 224 361 (sf) 431 2299 482 1536 Area -Basin Bottom 94 191 256 1808 279 1128 (sfl Area -Bottom of 101 201 267 1841 292 1192 Soil Media lsfl Area -Bottom of Gravel l sfl 59 145 207 1655 220 1005 Pond Depth (in) 10 10 10 10 10 12 Soil Media Thick. 18 18 18 12 18 18 (in l Agg. Layer Thick. (in) 12 12 12 18 12 18 Freeboard (in) 3 3 3 3 3 3 Porosity 0.40 0.40 0.40 0.40 0.40 0.40 Surface Volume, 133 230 Vl • lcfl 286 1711 317 1332 Subsurface Volume, 146 259 v2• 1cn 326 1915 359 1586 Freeboard Volume 62 98 (cf) 115 594 129 412 Volume - Atl.e.. Laver lcfl 32 69 95 1049 102 659 Volume-114 190 Soil Media lcfl 231 866 257 927 Page 1 Area Weighted Runoff Factor for Hydromodiflcation Sizing Factor Method Reference: S.D. Model BMP Design Manual, Appendix B, Table G.2-1: Runoff Factors for Surfaces Draining to BMPs for Hydromodification Sizing Factor Method OMA: Al Runoff Area Area Surface Factor (sf) (acres) c•A Roof 1.00 2,780 0.064 0.064 Paving (concrete, asphalt concrete) 1.00 0 0.000 0.000 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 0 0.000 0.000 I= 2,780 0.064 0.064 Area Weighted Runoff Factor: 1.00 Existing roof; outside of project limits. OMA: AlA Runoff Area Area Surface Factor (sf) (acres) c•A Roof 1.00 0 0.000 0.000 Paving (concrete, asphalt concrete) 1.00 0 0.000 0.000 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 2,314 0.053 0.005 Landscape 0.10 0 0.000 0.000 I= 2,314 0.053 0.005 Area Weighted Runoff Factor: 0.10 Existing landscape; outside of project limits. Page 1 of 15 Area Weighted Runoff Factor for Hydromodificatlon Sizing Factor Method Reference: S.D. Model BMP Design Manual, Appendix B, Table G.2-1: Runoff Factors for Surfaces Draining to BMPs for Hydromodlficat lon Sizing Factor Method OMA: A2,A2B Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 239 0.005 0.005 Paving (concrete, asphalt concrete) 1.00 659 0.015 0.015 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 612 0.014 0.003 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 4,499 0.103 0.010 I = 6,009 0.138 0.034 Area Weighted Runoff Factor: 0.24 New roof, remodeled pavement and landscape. OMA: A2A Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 2,694 0.062 0.062 Paving (concrete, asphalt concrete) 1.00 0 0.000 0.000 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 0 0.000 0.000 I = 2,694 0.062 0.062 Area Weighted Runoff Factor: 1.00 Existing roof; outside of project limits. Page 2 of 15 Area Weighted Runoff Factor for Hydromodiflcation Sizing Factor Method Reference: S.D. Model BMP Design Manual, Appendix B, Table G.2-1: Runoff Factors for Surfaces Draining to BMPs for Hydromodification Sizing Factor Method OMA: A3 Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 0 0.000 0.000 Paving (concrete, asphalt concrete) 1.00 344 0.008 0.008 Pervious Concrete 0.10 964 0.022 0.002 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 25 0.001 0.000 I= 1,333 0.031 0.010 Area Weighted Runoff Factor: 0.33 New pervious pavement, concrete pavement, landscape. This DMA is offset by management of existing area DMAs Al, A2A, A4A, A4C, AlOB, BlA, C4C. OMA: A4,A4B Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 1,070 0.025 0.025 Paving (concrete, asphalt concrete) 1.00 1,309 0.030 0.030 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 3,074 0.071 0.007 I= 5,453 0.125 0.062 Area Weighted Runoff Factor: 0.49 New roof, remodeled pavement and landscape. Page 3 of 15 Area Weighted Runoff Factor for Hydromodification Sizing Factor Method Reference: S.D. Model BMP Design Manual, Appendix B, Table G.2-1: Runoff Factors for Surfaces Draining to BMPs for Hydromodification Sizing Factor Method OMA: A4A Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 1,987 0.046 0.046 Paving (concrete, asphalt concrete) 1.00 0 0.000 0.000 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 0 0.000 0.000 I= 1,987 0.046 0.046 Area Weighted Runoff Factor: 1.00 Existing roof, outside of project limits. OMA: A4C Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 0 0.000 0.000 Paving (concrete, asphalt concrete) 1.00 342 0.008 0.008 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 0 0.000 0.000 I = 342 0.008 0.008 Area Weighted Runoff Factor: 1.00 Existing pavement, outside of project limits. Page 4 of 15 Area Weighted Runoff Factor for Hydromodification Sizing Factor Method Reference: S.D. Model BMP Design Manual, Appendix B, Table G.2-1: Runoff Factors for Surfaces Draining to BMPs for Hydromodification Sizing Factor Method OMA: A4D Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 0 0.000 0.000 Paving (concrete, asphalt concrete) 1.00 322 0.007 0.007 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 486 0.011 0.002 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 0 0.000 0.000 I= 808 0.019 0.010 Area Weighted Runoff Factor: 0.52 New pervious pavement and concrete pavement. This DMA is offset by management of existing area DMAs Al, A2A, A4A, A4C, Al0B, BlA, C4C. OMA: AS Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 2,161 0.050 0.050 Paving (concrete, asphalt concrete) 1.00 878 0.020 0.020 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 3,025 0.069 0.007 I = 6,064 0.139 0.077 Area Weighted Runoff Factor: 0.55 New roof, pavement and landscape. Page 5 of 15 Area Weighted Runoff Factor for Hydromodiflcatlon Sizing Factor Method Reference: S.D. Model BMP Design Manual, Appendix B, Table G.2-1: Runoff Factors for Surfaces Draining to BMPs for Hydromodification Sizing Factor Method OMA: A6 Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 2,672 0.061 0.061 Paving (concrete, asphalt concrete) 1.00 1,227 0.028 0.028 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 1,915 0.044 0.004 I= 5,814 0.133 0.094 Area Weighted Runoff Factor: 0.70 New roof, pavement and landscape. OMA: A7 Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 0 0.000 0.000 Paving (concrete, asphalt concrete) 1.00 9,937 0.228 0.228 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 189 0.004 0.000 I= 10,126 0.232 0.229 Area Weighted Runoff Factor: 0.98 New pavement and landscape. Page 6 of 15 Area Weighted Runoff Factor for Hydromodificatlon Sizing Factor Method Reference: S.D. Model BMP Design Manual, Appendix B, Table G.2-1: Runoff Factors for Surfaces Draining to BMPs for Hydromodification Sizing Factor Method OMA: AB Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 0 0.000 0.000 Paving (concrete, asphalt concrete) 1.00 12,860 0.295 0.295 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 608 0.014 0.003 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 1,946 0.045 0.004 I= 15,414 0.354 0.302 Area Weighted Runoff Factor: 0.85 Reconfigured pavementt, new pavement and landscape. This DMA is offset by management of existing area DMAs Al, A2A, A4A, A4C, AlOB, BlA, C4C. OMA: A9 Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 0 0.000 0.000 Paving (concrete, asphalt concrete) 1.00 0 0.000 0.000 Pervlous Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 2,415 0.055 0.006 I= 2,415 0.055 0.006 Area Weighted Runoff Factor: 0.10 Existing landscape, outside of project limits. Page 7 of 15 Area Weighted Runoff Factor for Hydromodiflcation Sizing Factor Method Reference: S.D. Model BMP Design Manual, Appendix B, Table G.2-1: Runoff Factors for Surfaces Draining to BMPs for Hydromodification Sizing Factor Method OMA: AlO Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 2,879 0.066 0.066 Paving (concrete, asphalt concrete) 1.00 52 0.001 0.001 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 448 0.010 0.002 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 1,449 0.033 0.003 I= 4,828 0.111 0.073 Area Weighted Runoff Factor: 0.66 New roof, pavement, landscape. OMA: AlOA Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 1,086 0.025 0.025 Paving (concrete, asphalt concrete) 1.00 0 0.000 0.000 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 0 0.000 0.000 I= 1,086 0.025 0.025 Area Weighted Runoff Factor: 1.00 Remodeled roof. Page 8 of 15 Area Weighted Runoff Factor for Hydromodiflcation Sizing Factor Method Reference: S.D. Model BMP Design Manual, Appendix B, Table G.2-1: Runoff Factors for Surfaces Draining to BMPs for Hydromodification Sizing Factor Method OMA: Al0B Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 1,451 0.033 0.033 Paving (concrete, asphalt concrete) 1.00 0 0.000 0.000 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 0 0.000 0.000 I= 1,451 0.033 0.033 Area Weighted Runoff Factor: 1.00 Existing roof. OMA: All Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 0 0.000 0.000 Paving (concrete, asphalt concrete) 1.00 213 0.005 0.005 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 6,080 0.140 0.014 I= 6,293 0.144 0.019 Area Weighted Runoff Factor: 0.13 New pavement and landscape. Page 9 of 15 Area Weighted Runoff Factor for Hydromodification Sizing Factor Method Reference: S.D. Model BMP Design Manual, Appendix B, Table G.2-1: Runoff Factors for Surfaces Draining to BMPs for Hydromodification Sizing Factor Method OMA: BlA Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 1,589 0.036 0.036 Paving (concrete, asphalt concrete) 1.00 0 0.000 0.000 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 0 0.000 0.000 I = 1,589 0.036 0.036 Area Weighted Runoff Factor: 1.00 Existing roof. OMA: BlB Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 1,887 0.043 0.043 Paving (concrete, asphalt concrete) 1.00 0 0.000 0.000 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 0 0.000 0.000 I = 1,887 0.043 0.043 Area Weighted Runoff Factor: 1.00 New roof. Page 10 of 15 Area Weighted Runoff Factor for Hydromodification Sizing Factor Method Reference: S.D. Model BMP Design Manual, Appendix B, Table G.2-1: Runoff Factors for Surfaces Draining to BMPs for Hydromodification Sizing Factor Method OMA: 82 Runoff Area Area Surface Factor (sf) (acres) c•A Roof 1.00 201 0.005 0.005 Paving (concrete, asphalt concrete) 1.00 1,604 0.037 0.037 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 380 0.009 0.002 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 4,359 0.100 0.010 I= 6,544 0.150 0.053 Area Weighted Runoff Factor: 0.35 New roof, pavement, permeable pavement, landscape. OMA: B3 Runoff Area Area Surface Factor (sf) (acres) c•A Roof 1.00 0 0.000 0.000 Paving (concrete, asphalt concrete) 1.00 6,907 0.159 0.159 Pervious Concrete 0.10 1,395 0.032 0.003 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 1,576 0.036 0.004 I= 9,878 0.227 0.165 Area Weighted Runoff Factor: 0.73 New pavement, permeable pavement, landscape. This OMA is offset by management of existing area DMAs Al, A2A, A4A, A4C, AlOB, BlA, C4C. Page 11 of 15 Area Weighted Runoff Factor for Hydromodification Sizing Factor Method Reference: S.D. Model BMP Design Manual, Appendix B, Table G.2-1: Runoff Factors for Surfaces Draining to BMPs for Hydromodification Sizing Factor Method DMA: 84 Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 0 0.000 0.000 Paving (concrete, asphalt concrete) 1.00 26 0.001 0.001 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 2,580 0.059 0.006 I= 2,606 0.060 0.007 Area Weighted Runoff Factor: 0.11 Existing and remodeled landscape. DMA: Cl Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 0 0.000 0.000 Paving (concrete, asphalt concrete) 1.00 0 0.000 0.000 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 999 0.023 0.002 I= 999 0.023 0.002 Area Weighted Runoff Factor: 0.10 New landscape. Page 12 of 15 Area Weighted Runoff Factor for Hydromodification Sizing Factor Method Reference: S.D. Model BMP Design Manual, Appendix B, Table G.2-1: Runoff Factors for Surfaces Draining to BMPs for Hydromodlfication Sizing Factor Method OMA: C2 Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 0 0.000 0.000 Paving (concrete, asphalt concrete) 1.00 0 0.000 0.000 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 1,619 0.037 0.004 I= 1,619 0.037 0.004 Area Weighted Runoff Factor: 0.10 New landscape. OMA: C3 Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 0 0.000 0.000 Paving (concrete, asphalt concrete) 1.00 7,546 0.173 0.173 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 729 0.017 0.002 I= 8,276 0.190 0.175 Area Weighted Runoff Factor: 0.92 Remodeled pavement and landscape. This OMA is offset by management of existing area DMAs Al, A2A,A4A,A4C,AlOB,BlA,C4C. Page 13 of 15 Area Weighted Runoff Factor for Hydromodification Sizing Factor Method Reference: S.D. Model BMP Design Manual, Appendix B, Table G.2-1: Runoff Factors for Surfaces Draining to BMPs for Hydromodification Sizing Factor Method OMA: C4A Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 0 0.000 0.000 Paving (concrete, asphalt concrete) 1.00 4,951 0.114 0.114 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 l andscape 0.10 979 0.022 0.002 I= 5,930 0.136 0.116 Area Weighted Runoff Factor: 0.85 Remodeled pavement and landscape. OMA: C4B Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 0 0.000 0.000 Paving (concrete, asphalt concrete) 1.00 86 0.002 0.002 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 1,998 0.046 0.005 I = 2,084 0.048 0.007 Area Weighted Runoff Factor: 0.14 BMP6. Page 14 of 15 Area Weighted Runoff Factor for Hydromodification Sizing Factor Method Reference: S.D. Model BMP Design Manual, Appendix B, Table G.2-1: Runoff Factors for Surfaces Draining to BMPs for Hydromodification Sizing Factor Method OMA: C4C Runoff Area Area Surface Factor (sf) (acres) C*A Roof 1.00 0 0.000 0.000 Paving (concrete, asphalt concrete) 1.00 15,508 0.356 0.356 Pervious Concrete 0.10 0 0.000 0.000 Porous Asphalt 0.10 0 0.000 0.000 Grouted Unit Pavers 1.00 0 0.000 0.000 Solid Unit Pavers on Agg. Base, 3/16" Joints 0.20 0 0.000 0.000 Crushed Aggregate 0.10 0 0.000 0.000 Turf Block 0.10 0 0.000 0.000 Amended or Mulched Soils 0.10 0 0.000 0.000 Landscape 0.10 0 0.000 0.000 I= 15,508 0.356 0.356 Area Weighted Runoff Factor: 1.00 Existing pavement, outside of project limits. Page 15 of 15 Worksheet G.2-1: Siring Factor Worksheet Site Information Project Name: OMWD New & Remodeled Ops. & Admin. Hydrologic Unit: Carlsbad Project Applicant: OMWD Jurisdiction: Carlsbad Assessor's Parcel No.: 255-040-59 BMP Name: BMPl OMA Name Area (sf) A2-Pave 659 A2-LS 4,499 A2-Perm 612 A28-Roof 239 Total OMA Area: 6,009 Table G.2-2: Unit Runoff Ratios Unit Runoff Ratio, 02: 0.175 Unit Runoff Ratio, QlO: 0.434 Pre-Dev. Q2: 0.024 Pre-Dev. QlO: 0.060 Rain Gauge: Oceanside Total Project Area (sf): 103,050 low Flow Threshold (•Q2): 0.1 BMPType: Blofiltratlon w/Partlal Retention Areas Draining to BMP Soil Type D D D D cfs/ac cfs/ac cfs Pre-Project Slope flat flat flat flat Runoff Factor Post Project Surface Type (From Table Surface Area G.2-1) concrete 1.00 0.1300 landscape 0.10 0.1300 permeable oavement 0.20 0.1300 roof 1.00 0.1300 Head on low Flow Orifice (ft) Blofiltratlon w/Partial Retention, Biofiltration, Blofiltration w/llner: Ostem, orifice head equal to 7 /8 • cistern height: Siting Factors Surface Subsurface Volume Volume 0.1083 0.07B0 0.1083 0.07B0 0.1083 0.07B0 0.1083 0.0780 Min. BMP Size: Proposed BMP Size: I 1.SO I - cfs Minimum 1/4" diameter, increment a/ 1/16": Page 1 Minimum BMP Site Surface Surface Subsurface Area Volume Volume (sf) (cf) (cf) 86 71 51 58 49 35 16 13 10 --- 31 26 19 --- --- --- --- -- --- - --- 191 159 115 224 133 146 Low Flow Ortflte Slzlns low Flow Threshold (cfs): 0.0024 Max. Orifice Area (sq In): 0.0589 Max. Orifice Dia. (in): 0.274 Proposed Orifice Dia. (in): 0.3125 BMP Sizing Spreadsheet V2.0 Project Name: OMWO Ops. & Admin. Hydrologic Unit: Carlsbad Project Applicant: OMWO Rain Gauge: Oceanside Jurisdiction: Carlsbad Total Project Area: 103,050 Parcel (APN): 255-040-59 Low Flow Threshold: 0.1Q2 BMPName BMP 1 BMPType: Biofiltration w/ Partial Retention & Biofiltration w/o Impermeable Liner OMA Rain Gauge Pre-developed Condition a, Sizing Factor OMA Area (ac) Orifice Flow -%Q, Orifice Area Name Soil Type Cover Slope (cfs/ac) (ds) (in2) A2-Pave Oceanside 0 Scrub Flat 0.175 0.015 0.000 0.01 A2-L5 Oceanside D Scrub Flat 0.175 0.103 0.002 0.04 A2-Perm Oceanside D Scrub Flat 0.175 0.014 0.000 0.01 Scrub A2B-Roof Oceanside D Scrub Flat 0.175 0.005 0.000 0.00 Scrub Scrub Scrub Scrub Scrub Scrub Scrub Scrub Scrub Scrub 0.002 0.06 0.27 Tot. Allowable Tot. Allowable Max Orifice Orifice flow Orifice Area Diameter (ml (ln1) (In) 0.003 0.08 0.31 Actual Orifice Flow Actual Orifice Area Selected Orifice Diameter (ds) (in2) (in) Orawdown iHrsJ 16.5 Worksheet G.2-1: Sizing Factor Worksheet Site Information Project Name: OMWD New & Remodeled Ops. & Admin. Hydrologic Unit: Carlsbad Project Applicant: OMWD Jurisdiction: Carlsbad Assessor's Parcel No.: 255-040-59 BMPName: BMP2 DMAName Area (sf) A4-Pave 1,309 A4-LS 3,074 MB-Roof 1,070 Total OMA Area: 5,453 Table G.2-2: Unit Runoff Ratios Unit Runoff Ratio, Q2: 0.175 Unit Runoff Ratio, QlO: 0.434 Pre-Dev. Q2: 0.022 Pre-Dev. QlO: 0.054 Rain Gauge: Oceanside Total Project Area (sf): 103,050 Low Flow Threshold (•Q2): 0.1 BMPType: Biofiltration w/Partial Retention A1'1!aS Draining to BMP Soil Type D D D cfs/ac cfs/ac cfs Pre-Project Slope flat flat flat Runoff Factor Post Project Surface Type (From Table Surface Area G.2-1) concrete 1.00 0.1300 landscape 0.10 0.1300 roof 1.00 0.1300 Head on low Flow Orifice (ft) Blofiltration w/Partial Retention, Biofiltration, Biofiltration w/Uner: Cistern, orifice head equal to 7 /8 • cistern height: Slzln1 Factors Surface Subsurface Volume Volume 0.1083 0.0780 0.1083 0.0780 0.1083 0.0780 Min. BMP Size: Proposed BMP Size: I 1.50 I - cfs Minimum 1/4• diam~t~r, incr~ment of 1/16•: Page 1 Minimum BMP Size Surface Surface Subsurface Area Volume Volume (sf) (cf) (cf) 170 142 102 40 33 24 . . - 139 116 83 . . - . . . . - -- --- --- --- --- --- 349 291 210 361 230 259 low Flow Orifice Sizing Low Flow Threshold (cfs): 0.0022 Max. Orifice Area (sq in): 0.0535 Max. Orifice Dia. (in): 0.261 Proposed Orifice Dia. (in): 0.3125 BMP Sizing Spreadsheet V2.0 Project Name: OMWD Ops. & Admin. Hydrologic Unit: Carlsbad Project Applicant: OMWD Rain Gauge: Oceanside Jurisdiction: Carlsbad Total Project Area: 103,0SO Parcel (APN): 2SS-040-59 Low Flow Threshold: 0.102 BMP Name BMP 2 BMPType: Biofiltration w/ Partial Retention & Biofiltration w/o Impermeable Liner DMA Rain Gauge Pre-developed Condition Q, Sizing Factor DMA Area (ac) Orifice Flow • %Q, Orifice Area Name Soil Type Cover Slope (ds/ac) (cfs) (in2) A4-Pave Oceanside D Scrub Flat 0.175 0.030 0.001 0.01 A4-LS Oceanside D Scrub Flat 0.175 0.071 0.001 0.03 Scrub MB-Roof Oceanside D Scrub Flat 0.175 0.025 0.000 0.01 Scrub Scrub Scrub Scrub Scrub Scrub Scrub Scrub Scrub Scrub Scrub 0.002 0.05 0.26 Tot. Allowable Tot. Allowable Max Orifice Orifice Flow Orifice Area Diameter (cfs) (ln2) (In) 0.003 0.08 0.31 Actual Orifice Flow Actual Orifice Area Selected Orifice Diameter (ds) (in2) (in) Orawdown (Hrs) 26.6 Worksheet G.2-1: Sizing Factor Worksheet Site Information Project Name: OMWD New & R•modeled Ops. & Admin. Hydrologic Unit: cartsbad Project Applicant: OMWD Jurisdiction: Carlsbad Assessor's Parcel No.: 255-040-59 BMPName: BMP3 DMAName Area (sf) AS-Roof 2,161 AS-Pave 878 AS-LS 3,025 Total DMA Area: 6,064 Table G.2-2: Unit Runoff Ratios Unit Runoff Ratio, Q2: 0.175 Unit Runoff Ratio, Ql0: 0.434 Pre-Dev. Q2: 0.024 Pre-Dev. Ql0: 0.060 Rain Gauge: Oceanside Total Project Area (sf): 103,050 Low Flow Threshold (•Q2): 0.1 BMPType: Biofiltration w/Partial Retention Areas Draining to BMP Soil Type D D 0 cfs/ac cfs/ac cfs Pre-Project Slope flat flat flat Runoff Factor Post Project Surface Type (From Table Surface Area G.2-1) roof 1.00 0.1300 concrete 1.00 0.1300 landscape 0.10 0.1300 Head on Low Flow Orifice (ft) Biofiltration w/Partial Retention, Biofiltration, Biofiltration w/Liner: Cistern, orifice head equal to 7 /B • cistern height: Sizing Factors Surface Subsurface Volume Volume 0.1083 0.0780 0.1083 0.0780 0.1083 0.0780 Min. BMP Size: Proposed BMP Size: I 1.SO I - ,cfs Minimum 1/4" diameter, increment of 1/16": Page 1 Minimum BMP Size Surface Surface Subsurface Area Volume Volume (sf) (cf) (cf) 281 234 169 114 95 68 39 33 24 . -. -- -- . -- --- -. - -. . - --- --- 434 362 261 431 286 326 Low Flow Orifice Sizing Low Flow Threshold (cfs): 0.0024 Max. Orifice Area (sq in): 0.0595 Max. Orifice Dia. (in): 0.275 Proposed Orifice Dia. (In): 0.3125 BMP Sizing Spreadsheet V2.0 Project Name: OMWD Ops. & Admin. Hydrologic Unit: Carlsbad Project Applicant: OMWD Rain Gauge: Oceanside Jurisdiction: Carlsbad Total Project Area: 103,050 Parcel (APN): 2SS-040-59 Low Flow Threshold: 0.1Q2 BMPName BMP3 BMP Type: Biofiltration w/ Partial Retention & Biofiltration w/o Impermeable Liner OMA Rain Gauge Pre-developed Condition Cl, Sizing Factor OMA Area (ac) Orifice Flow • %Cl, Orifice Area Name Soil Type Cover Slope (ds/ac) (ds) (in2) AS-Roof Oceanside D Scrub Flat 0.175 0.050 0.001 0.02 AS-Pave Oceanside D Scrub Flat 0.175 0.020 0.000 0.01 AS-LS Oceanside D Scrub Flat 0.175 0.069 0.001 0.03 Scrub Scrub Scrub Scrub Scrub Scrub Scrub Scrub Scrub Scrub Scrub Scrub 0.002 0.06 0.28 Tot. Allowable Tot. Allowable Max Orifice Orifice Flow Orifice Area Diameter (cfsl (ln2) (In) 0.003 0.08 0.31 Actual Orifice Flow Actual Orifice Area Selected Orifice Diameter (dsl (in21 (in) Drawdown (Hrs) 31.8 Worksheet G.2-1: Sizing Factor Worksheet Site Information Project Name: OMWD New & Remodeled Ops. & Admin. Hydrologic Unit: Carlsbad Project Applicant: OMWD Jurisdiction: Carlsbad Assessor's Parcel No.: 255-040-59 BMP Name: BMP4 DMAName Area (sf) A6-Roof 2,672 A6-Pave 1,227 A6-LS 1,915 A7-Pave 9,937 A7-LS 189 AlO-Roof 2,879 AlO-Pave 52 AlO-LS 1,449 AlO-Perm 448 AlOA-Roof 1,086 All-Pave 213 All-LS 6,080 Total DMA Area: 28,147 Table G.2-2: Unit Runoff Ratios Unit Runoff Ratio, Q2: 0.175 Unit Runoff Ratio, QlO: 0.434 Pre-Dev. Q2: 0.113 Pre-Dev. QlO: 0.280 Rain Gauge: Oceanside Total Project Area (sf): 103,050 Low Flow Threshold (*Q2): 0.1 BMPType: Biofiltration w/Partlal Retention Areas Draining to BMP Soil Type D D D D D D D D D D D D cfs/ac cfs/ac cfs Pre-Project Slope flat flat flat flat flat flat flat flat flat flat flat flat Runoff Factor Post Project Surface Type (From Table Surface Area G.2-1) roof 1.00 0.1300 AC and concrete paving 1.00 0.1300 landscape 0.10 0.1300 AC and concrete paving 1.00 0.1300 landscape 0.10 0.1300 roof 1.00 0.1300 concrete paving 1.00 0.1300 landscape 0.10 0.1300 permeable pavers 0.20 0.1300 roof 1.00 0.1300 concrete paving 1.00 0.1300 landscape 0.10 0.1300 Head on low Flow Orifice (ft) Blofiltration w/Partial Retention, Biofiltratlon, Biofiltration w/liner: Cistern, orifice head equal to 7 /8 • cistern height: Sizing Factors Surface Subsurface Volume Volume 0.1083 0.0780 0.1083 0.0780 0.1083 0.0780 0.1083 0.0780 0.1083 0.0780 0.1083 0.0780 0.1083 0.0780 0 .1083 0.0780 0.1083 0.0780 0.1083 0.0780 0.1083 0.0780 0.1083 0.0780 Min. BMP Size: Proposed BMP Size: I 1.50 I - cfs Minimum 1/4" diometer, Increment of 1/16": Page 1 Minimum BMP Size Surface Surface Subsurface Area Volume Volume (sf) (cf) (cf) 347 289 208 160 133 96 25 21 15 1,292 1,076 775 2 2 1 374 312 225 7 6 4 19 16 11 12 10 7 141 118 85 28 23 17 79 66 47 -- 2,485 2,071 1,491 2,299 1,711 1,915 low Flow Orifice Sizing Low Flow Threshold (cfs): 0.0113 Max. Orifice Area (sq in): 0.2761 Max. Orifice Dia. (in): 0.593 Proposed Orifice Dia. (in): 0.5625 BMP Sizing Spreadsheet V2.0 Project Name: OMWD Ops. & Ad min. Hydrologic Unit: Carlsbad Project Applicant: OMWD Rain Gauge: Oceanside Jurisdiction: Carlsbad Total Project Area: 103,050 Parcel (APN): 255-040-59 Low Flow Threshold: 0.1Q2 BMP Name BMP4 BMPType: Biofiltration w/ Partial Retention & Biofiltration w/o Impermeable Liner OMA Rain Gauge Pre-developed Condition O, Sizing Factor OMA Area (ac) Orifice Flow • %Cl, Orifice Area Name Soil Type Cover Slope (cfs/ac) (cfs) (in2) A6-Roof Oceanside D Scrub Flat 0.175 0.061 0.001 0.03 A6-Pave Oceanside D Scrub Flat 0.175 0.028 0.000 0.01 A6-LS Oceanside D Scrub Flat 0.175 0.044 0.001 0.02 A7-Pave Oceanside D Scrub Flat 0.175 0.228 0.004 0.10 A7-LS Oceanside D Scrub Flat 0.175 0.004 0.000 0.00 AlO-Roof Oceanside D Scrub Fiat 0.175 0.066 0.001 0.03 A10-Pave Oceanside D Scrub Flat 0.175 0.001 0.000 0.00 AlO-LS Oceanside D Scrub Flat 0.175 0.033 0.001 0.01 AlO-Perm Oceanside D Scrub Flat 0.175 0.010 0.000 0.00 AlOA-Roof Oceanside D Scrub Flat 0.175 0.025 0.000 0.01 All-Pave Oceanside D Scrub Flat 0.175 0.005 0.000 0.00 All-LS Oceanside D Scrub Flat 0.175 0.140 0.002 0.06 Scrub Scrub Scrub 0.011 0.28 0.59 Tot. Allowable Tot. Allowable Max Orifice Orifice Flow Orifice Area Diameter (cfs) (ln2) (In) 0.010 0.25 0.56 Actual Orifice Flow Actual Orifice Area Selected Orifice Diameter (cfs) (in2) (in) Drawdown (Hrs) 52.3 Worksheet G.2-1: Sizing Factor Worksheet Site Information Project Name: OMWD New & Remodeled Ops. & Admin. Hydrologic Unit: Carlsbad Project Applicant: OMWD Jurisdiction: Carlsbad Assessor's Parcel No.: 255-040-59 BMPName: BMPS DMAName Area (sf) B1B -Roof 1,887 B2-Roof 201 B2-Pave 1,604 B2-LS 4,359 B2-Perm 380 Total DMAArea: 8,431 Table G.Z-2: Unit Runoff Ratios Unit Runoff Ratio, Q2: 0.175 Unit Runoff Ratio, QlO: 0.434 Pre-Dev. Q2: 0.034 Pre-Dev. QlO: 0.084 Rain Gauge: Oceanside Total Project Area (sf): 103,050 Low Flow Threshold (0 Q2): 0.1 BMPType: Biofiltration w/Partial Retention Areas Draining to BMP Soil Type D D D D D cfs/ac cfs/ac ,cfs Pre-Project Slope flat flat flat flat flat Runoff Factor Post Project Surface Type (From Table Surface Area G.2·1) roof 1.00 0.1300 roof 1.00 0.1300 concrete 1.00 0.1300 landscape 0.10 0.1300 permeable oavers 0.20 0.1300 Head on low Flow Orifice (ft) Biofiltration w/Partlal Retention, Biofiltration, Biofiltration w/Liner: Cistern, orifice head eaual to 7 /8 • cistern height: Sizing Factors Surface Subsurface Volume Volume 0.1083 0.0780 0.1083 0.0780 0.1083 0.0780 0.1083 0.0780 0.1083 0.0780 Min. BMP Size: Proposed BMP Sile: I 1.50 I - cfs Minimum 1/4" diameter, increment of 1/16": Page 1 Minimum BMP Size Surface Surface Subsurface Area Volume Volume (sf) (cf) (cf) 245 204 147 -- 26 22 16 209 174 125 57 47 34 10 8 6 --- . . - . . . . - . -- . -- --. 547 455 328 482 317 3S9 low Flow Orifice Sizing Low Flow Threshold (cfs): 0.0034 Max. Orifice Area (sq in): 0.0827 Max. Orifice Dia. (in): 0.325 Proposed Orifice Dia. (in): 0.3125 8MP Sizing Spreadsheet V2.0 Project Name: OMWD Ops. & Admin. Hydrologic Unit: Carlsbad Project Applicant: OMWD Rain Gauge: Oceanside Jurisdiction: Carlsbad Total Project Area: 103,0SO Parcel {APN): 255-040-59 Low Flow Threshold: 0.1Q2 8MPName 8MP5 8MPType: 8iofiltration w/ Partial Retention & Biofiltration w/o Impermeable Liner DMA Rain Gauge Pre-developed Condition Cl, Sizing Factor DMA Area {ac) Orifice Flow -%Cl, Orifice Area Name Soil Type Cover Slope {ds/ac) {ds) {in2) 818 -Roof Oceanside D Scrub Flat 0.175 0.043 0.001 0.02 Scrub 82-Roof Oceanside D Scrub Flat 0.175 0.00S 0.000 0.00 82-Pave Oceanside D Scrub Flat 0.175 0.037 0.001 0.02 82-LS Oceanside D Scrub Flat 0.175 0.100 0.002 0.04 B2-Perm Oceanside D Scrub Flat 0.175 0.009 0.000 0.00 Scrub Scrub Scrub Scrub Scrub Scrub Scrub Scrub Scrub 0.003 0.08 0.32 Tot. Allowable Tot. Allowable Max Orifice Orifice Flow Orifice Area Diameter (cfs) (ln2) (In) 0.003 0.08 0.31 Actual Orifice Flow Actual Orifice Area Selected Orifice Diameter {ds) {in2) {in) Drawdown~ 35.5 BMP Sizing Spreadsheet V3.0 Project Name: OMWD New & Remodeled Hydrologic Unit: Carlsbad Project Applicant: OMWD Rain Gauge: Oceanside Jurisdiction: Carlsbad Total Project Area: 103,050 Parcel (APN): 255-040-59 Low Flow Threshold: 0.1Q2 BMP Name: BMP6 BMPType: Biofiltration w/ Partial Retention BMP Native Soil Type: D BMP Infiltration Rate (in/hr): 0.025 Areas Draining to BMP HMP Sizing Factors Minimum BMP Size Area vve1gntea Kunott DMA Pre Project Soil Post Project Factor Surface Area Surface Area (SF) Name Area (sf) Type Pre-Project Slope Surface Type (Table G.2-1)1 C4A-Pave 631 D Flat Concrete 1.0 0.07 44 C4A-LS 4,527 D Flat Landscape 0.1 0.07 32 C48-Pave 86 D Flat Concrete 1.0 0.07 6 C48-LS 1,998 D Flat Landscape 0.1 O.D7 14 C4C-Pave (off-site) 15,508 D Flat Concrete 1.0 0.07 1086 A4A-Roof 1,987 D Flat Roofs 1.0 0.07 139 0 0 A2A-Roof 2,694 D Flat Roofs 1.0 0.07 189 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BMP Tributary Area 27,431 Minimum BMP Size 1509 Proposed BMP Size• 1536 Surface Ponding Depth 12.00 in Bioretention Soil Media Depth 18.00 in Filter Course 6.00 in Gravel Storage Layer Depth 12 in Underdrain Offset 3.0 in BMP Sizing Spreadsheet V3.0 Project Name: OMWO New & Remodeled Hydrologic Unit: Carlsbad Project Applicant: OMWO Rain Gauge: Oceanside Jurisdiction: Carlsbad Total Project Area: 103,050 Parcel (APN): 255--040-S9 low Flow Threshold: 0.1Q2 BMPName BMP6 BMPType: Biofiltration w/ Partial Retention OMA Rain Gauge Pre-developed Condition Unit Runoff Ratio OMA Area (ac) Orifice Flow -%Qz Orifice Area Name Soil Type Slope (cfs/ac) (cfs) (in2) C4A-Pave Oceanside 0 Flat O.S71 0.014 0.001 0.01 C4A-LS Oceanside 0 Flat 0.571 0.104 0.006 0.08 C48-Pave Oceanside 0 Flat O.S71 0.002 0.000 0.00 C48-LS Oceanside 0 Flat 0.571 0.046 0.003 0.04 C4C-Pave (off-site) Oceanside 0 Flat 0.571 0.356 0.020 0.29 A4A-Roof Oceanside 0 Flat 0.571 0.046 0.003 0.04 A2A-Roof Oceanside 0 Flat 0.571 0.062 0.004 0.05 3.75 0.036 0.51 0.81 Max Orifice Head Max Tot. Allowable Max Tot. Allowable Max Orifice Orifice Flow Orifice Area Diameter (feet) (cfs) (ln2) (In) 0.029 0.031 0.44 0.750 Average outflow during Max Orifice Outflow Actual Orifice Area Selected surface drawdown Orifice Diameter (cfs) (cfs) (in2) (in) Orawdown (Hrs) 14.8 Worksheet G.2-1: Sizing Factor Worksheet Site Information Project Name: OMWO New & Remodeled Ops. & Admin. Hydrologic Unit: Carlsbad Project Applicant: OMWD Jurisdiction: Carlsbad Assessor's Parcel No.: 255-040-59 BMP Name: BMP35 DMAName Area (sf) MB-Roof 1,070 Total DMA Area: 1,070 Table G.2-2: Unit Runoff Ratios Unit Runoff Ratio, Q2: 0.175 Unit Runoff Ratio, QlO: 0.434 Pre-Dev. Q2: 0.004 Pre-Dev. QlO: 0.011 Rain Gauge: Oceanside Total Project Area (sf): 103,050 Low Flow Threshold (•Q2): 0.1 BMPType: Cistern Al'1!as Draining to BMP SWng Factors Soil Type D cfs/ac cfs/ac cfs cfs Pre-Project Slope flat Runoff Factor Surface Subsurface Post Project Surface Type (From Table Surface Area G.2-1) Volume Volume roof 1.00 0.0000 0.2000 0.0000 Min. BMP Size: Proposed BMP Size: Note: This BMP win supplement BMP 2 for the remaining 61 CF not attalnable In BMP 2. Head on Low Flow Orlflce (ft) Biofiltration w/Partial Retention, Biofiltratlon, Biofiltration w/Uner: I . Cistern, orifice head equal to 7 /8 • cistern height: I 3.67 Minimum 1/4" diameter, increment of 1/16": Page 1 Minimum BMP Size Surface Surface Subsurface Area Volume Volume (sf) (cf) (cf) -214 - --- --. --. -. --- . -- --. -. - . -- --- --- . -- -214 - . 88 . low Flow Orlflce Sizing Low Flow Threshold (cfs): 0.0004 Max. Orifice Area (sQ in): 0.0067 Max. Orifice Dia. (In): 0.092 Proposed Orifice Dia. (in): 0.2500 Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors G.2.1 Unit Runoff Ratios Table G.2-2 presents unit runoff ratios for calculating pre-development Q2, to be used when applicable to determine the lower flow threshold for low flow orifice sizing for biofiltration with partial retention, biofiltration, biofiltration with impermeable liner, or cistern BMPs. T here is no low flow orifice in the infiltration BMP or bioretention BMP. The unit runoff ratios are re-printed from the BMP Sizing Calculator methodology. Unit runoff ratios for "urban" and "impervious" cover categories were not transferred to this manual due to the requirement to control runoff to pre- development condition (see Chapter 6.3.3). How to use the unit runoff ra tios: Obtain unit runoff ratio from Table G.2-2 based on the project's rainfall basin, hydrologic soil group, and pre-development slope (for redevelopment projects, pre-development slope may be considered if historic topographic information is available, otherwise use pre-project slope). Multiply the area tributary to the structural BMP (A, acres) by the unit runoff ratio (Q2, cfs/acre) to determine the pre-development Q2 to determine the lower flow threshold, to use for low flow orifice sizing. Table G.2-2: Unit Runoff Ratios for Sizing Factor Method Unit Runoff Ratios for Sizing Factor Method Rain Gauge Soil Cover Slope Q2 Qm (cfs/ acre) (cfs/ac) Lake Wohlford A Scrub Low 0.136 0.369 Lake Wohlford A Scrub Moderate 0.207 0.416 Lake Wohlford A Scrub Steep 0.244 0.47 Lake Wohlford B Scrub Low 0.208 0.414 Lake Wohlford B Scrub Moderate 0.227 0.448 Lake Wohlford B Scrub Steep 0.253 0.482 Lake Wohlford C Scrub Low 0.245 0.458 Lake Wohlford C Scrub Moderate 0.253 0.481 Lake Wohlford C Scrub Steep 0.302 0.517 Lake Wohlford D Scrub Low 0.253 0.48 Lake Wohlford D Scrub Moderate 0.292 0.516 G-25 June 2015 Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors Unit Runoff Ratios for Sizing Factor Method Rain Gauge Soil Cover Slope Lake Wohlford D Scrub Steep 0.351 0.538 Oceanside A Scrub Low 0.035 0.32 Oceanside A Scrub Moderate 0.093 0.367 Oceanside A Scrub Steep 0.163 0.42 Oceanside B Scrub Low 0.08 0.365 Oceanside B Scrub Moderate 0.134 0.4 Oceanside B Scrub Steep 0.181 0.433 Oceanside C Scrub Low 0.146 0.411 Oceanside C Scrub Moderate 0.185 0.433 Oceanside C Scrub Steep 0.217 0.458 Oceanside D Scrub Low 0.175 0.434 Oceanside D Scrub Moderate 0.212 0.455 Oceanside D Scrub Steep 0.244 0.571 Lindbergh A Scrub Low 0.003 0.081 Lindbergh A Scrub Moderate 0-018 0.137 Lindbergh A Scrub Steep 0.061 0.211 Lindbergh B Scrub Low 0.011 0.134 Lindbergh B Scrub Moderate 0.033 0.174 Lindbergh B Scrub Steep 0.077 0.23 Lindbergh C Scrub Low O.OZ8 0.19 J,indbergh C Scrub Moderate 0.o75 0.232 Lindbergh C Scrub Steep 0.108 0.274 Lindbergh D Scrub Low 0.05 0.228 Lindbergh D Scrub Moderate 0.104 0.266 Lindbergh D Scrub Steep 0.143 0.319 G-26 June 2015 I Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors Sizing Factors for Hydromodification Flow Control Biofiltration with Partial Retention and Biofiltration BMPs Designed Using Sizing Factor Method Lower Flow Soil Group Slope Threshold Rain Gauge A V1 O.l Q2 B Moderate Lindbergh N/A N/A O.lQ2 B Steep Lindbergh N/A N/A O.lQ2 C Flat Lindbergh 0.145 0.1208 O.lQ2 C Moderate Lindbergh 0.145 0.1208 O.l Q2 C Steep Lindbergh 0.120 0.1000 0.1Q2 D Flat Lindbergh 0.160 0.1333 O.l Q2 D Moderate Lindbergh 0.160 0.1333 O.l Q2 D Steep Lindbergh 0.115 0.0958 0.1Q2 A Flat Oceanside N/A N/A O.lQ2 A Moderate Oceanside N/A N/A O.lQ2 A Steep Oceanside N/A N/A O.lQ2 B Flat Oceanside N/A N/A O.lQ2 B Moderate Oceanside N/A N/A O.lQ2 B Steep Oceanside N/A N/A O.lQ2 C Flat Oceanside 0.130 0.1083 O.lQ2 C Moderate Oceanside 0.130 0.1083 O.lQ2 C Steep Oceanside 0.110 0.0917 O.l Q2 D Flat Oceanside 0.130 0.1083 O.l Q2 D Moderate Oceanside 0.130 0.1083 O.lQ2 D Steep Oceanside 0.065 0.0542 0.1Q2 A Flat L Wohlford N/A N/A O.lQ2 A Moderate L Wohlford N/A N/A O.lQ2 A Steep L Wohlford N/A N/A O.lQ2 B Plat L Wohlford N/A N/A O.lQ2 B Moderate L Wohlford N/A N/A O.lQ2 B Steep L Wohlford N/A N/A O.lQ2 C Flat L Wohlford 0.110 0.0917 O.lQ2 C Moderate L Wohlford 0.110 0.0917 O.lQ2 C Steep L Wohlford 0.090 0.0750 O.lQ2 D Flat L Wohlford 0.100 0.0833 O.lQ2 D Moderate L Wohlford 0.100 0.0833 O.lQ2 D Steep L Wohlford 0.075 0.0625 Q2 = 2-year pre-project flow rate based upon partial duration analysis of long-term hourly rainfall records A = Surface area sizing factor for flow control G-41 V2 N/A N/A 0.0870 0.0870 0.0720 0.0960 0.0960 0.0690 N/A N/A N/A N/A N/A N/1\ 0.0780 0.0780 0.0660 0.0780 0.0780 0.0390 N/A N/A N/A N/A N/A N/A 0.0660 0.0660 0.0540 0.0600 0.0600 0.0450 June 2015 I Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors V1 = Surface volume sizing factor for flow control V 2 = Subsurface volume sizing factor for flow control Definitions for "NIA" • Soil groups A and B: N/ A in all elements (A, V1, V2) for soil groups A and B means sizing factors were not developed for biofiltration (i.e., with an underdrain) for soil groups A and B. If no underdrain is proposed, refer to Appendix G.2.3, Sizing Factors for Bioretention. If an underdrain is proposed, use project-specific continuous simulation modeling. G-42 June 2015 I Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors iSizing Factors for Hydromodification Flow Control Cistern Facilities Designed Using Sizing Factor Method Lower Flow Soil Group Slope Rain Gauge A V, V2 Threshold I 0.3Q2 B Flat L Wohlford N/A 0.2600 N/A 0.3Q2 B Moderate L Wohlford N/A 0.2400 N/A 0.3Q2 B Steep L Wohlford N/A 0.1800 N/A 0.3Q2 C Plat L Wohlford N/A 0.1800 N/A 0.3Q2 C Moderate L Wohlford N/A 0.1800 N/A 0.3Q2 C Steep L Wohlford N/t\ 0.1400 N/A 0.3Q2 D Flat L Wohlford N/A 0.1400 N/A 0.3Q2 D Moderate L Wohlford N/A 0.1400 N/A 0.3Q2 D Steep L Wohlford N/A 0.1000 N/A 0.1Q2 A Flat Lindbergh N/A 0.1200 N/A 0.1 Q2 A Moderate Lindbergh N/A 0.1000 N/A 0.1Q2 A Steep Lindbergh N/A 0.1000 N/A 0.1Q2 B Flat Lindbergh N/t\ 0.5400 N/A 0.1Q2 B Moderate Lindbergh N/A 0.7800 N/A O.lQ2 B Steep Lindbergh N/A 0.3400 N/A 0.1Q2 C Flat Lindbergh N/A 0.3600 N/A 0.1Q2 C Moderate Lindbergh N/A 0.3600 N/A 0.1Q2 C Steep Lindbergh N/A 0.2400 N/A 0.1Q2 D R at Lindbergh N/A 0.2600 N/A 0.1Q2 D Moderate J.indbergh N/A 0.2600 N/A O.lQ2 D Steep Lindbergh N/A 0.1600 N/A O.lQ2 A Hat Oceanside N/A 0.1600 N/A O.lQ2 A Moderate O ceanside NIA 0.1400 N/A 0.1Q2 A Steep Oceanside N/A 0.1200 N/A 0.1Q2 B Flat Oceanside N/A 0.5100 N/A 0.1 Q2 B Moderate Oceanside N/A 0.3400 N/A O.lQ2 B Steep Oceanside N/A 0.2400 N/A O.lQ2 C Flat Oceanside N/A 0.2600 N/A O.l Q2 C Moderate Oceanside N/A 0.2600 N/A 0.102 C Steep Oceanside N/A 0.2000 N/A 0.1Q2 D Flat Oceanside N/A 0.2000 N/t\ O.lQ2 D Moderate Oceanside N/t\ 0.2000 N/t\ O.lQ2 D Steep Oceanside N/A 0.1800 N/A 0.1Q2 A Flat L Wohlford N/A 0.1800 N/A G-52 June 2015 I Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors G.2.1 Unit Runoff Ratios and Low Flow Control Orifice Design G.2.1.1 Unit Runoff Ratios Table G.2-2 presents unit runoff ratios for calculating pre-development Q2, to be used when applicable to determine the lower flow threshold for low flow control orifice sizing for biofiltration with partial retention, biofiltration, or cistern BMPs. There is no low flow control orifice in the infiltration BMP. The unit runoff ratios are updated from the previously reported BMP Sizing Calculator methodology ratios to account for changes in modeling methodologies. Unit runoff ratios for "urban" and "impervious" cover categories were not transferred to this manual due to the requirement to control runoff to pre-development condition (see Chapter 6.3.3). How to use the unit runoff ra tios: Obtain unit runoff ratio from Table G.2-2 based on the project's rainfall basin, hydrologic soil group, and pre-development slope (for redevelopment projects, pre-development slope may be considered if historic topographic information is available, otherwise use pre-project slope). Multiply the area tributary to the structural BMP (A, acres) by the unit runoff ratio (Q2, cfs/acre) to determine the pre-development Q2 to determine the lower flow threshold, to use for low flow control orifice sizing. Table G.2-2: Unit Runoff Ratios for Sizing Factor Method ·Rain Gauge Soil Pre-Project Q2 (cfs/acre) Q10 (cfs/ acre) Slope Lake Wohlford A Flat 0.256 0.518 Lake Wohlford A Moderate 0.275 0.528 Lake Wohlford A Steep 0.283 0.531 Lake Wohlford B Flat 0.371 0.624 Lake Wohlford B Moderate 0.389 0.631 Lake Wohlford B Steep 0.393 0.633 Lake Wohlford C Flat 0.490 0.729 Lake Wohlford C Moderate 0.495 0.733 Lake Wohlford C Steep 0.496 0.735 Lake Wohlford D Flat 0.548 0.784 Lake Wohlford D Moderate 0.554 0.788 G-35 May 2018 Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors -. Pre-Project .R3in Gauge Soil Qz (cfs/acre) Qw (cfs/acre) Slope I I Lake Wohlford D Steep 0.556 0.788 Oceanside A Flat 0.256 0.679 Oceanside A Moderate 0.277 0.694 Oceanside A Steep 0.285 0.700 Oceanside B Flat 0.377 0.875 Oceanside B Moderate 0.391 0.879 Oceanside B Steep 0.395 0.881 Oceanside C Flat 0.488 0.981 Oceanside C Moderate 0.497 0.985 Oceanside C Steep 0.499 0.986 I Oceanside D Flat 0.571 0.998 Oceanside D Moderate 0.575 0.999 Oceanside D Steep 0.576 0.999 Lindbergh A Flat 0.057 0.384 Lindbergh A Moderate 0.073 0.399 Lindbergh A Steep 0.082 0.403 Lindbergh B Flat 0.199 0.496 Lindbergh B Moderate 0.220 0.509 Lindbergh B Steep 0.230 0.513 Lindbergh C Flat 0.335 0.601 Lindbergh C Moderate 0.349 0.610 Lindbergh C Steep 0.354 0.613 Lindbergh D Flat 0.429 0.751 Lindbergh D Moderate 0.437 0.753 Lindbergh D Steep 0.439 0.753 I G-36 May 2018 Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors G.2.3 Sizing Factors for Biofiltration with Partial Retention Table G.2-4 presents sizing factors for calculating the required surface area (A) for a biofiltration with partial retention BMP. The BMPs consist of four layers: • Ponding layer: 12-inches active storage, [minimum] 2-inches of freeboard above overflow relief • Media Layer: 18-inches of soil [bioretention soil media] • Filter Course: 6-inches • Storage layer: 18-inches of gravel at 40 percent porosity for A and B soils and 12-inches of gravel at 40 percent porosity for C and D soils. The underdrain offset for A and B soils shall be 18-inches, for C soils it shall be 6-inches and for D soils it shall be 3-inches. • Overflow structure: San Diego Regional Standard Drawing Type I Catch Basin (D-29). For the purposes of hydromodification flow control other type of overflow structures are allowed. This BMP does not include an impermeable layer at the bottom of the facility to prevent infiltration into underlying soils, regardless of hydrologic soil group. If a facility is to be lined, the designer must use the sizing factors for biofiltration (Refer to Appendix G.2.4). 2" Min. Free board Thickn~ss __/ t vanes Infiltration Rate varies by Soil Type ~ Overflow Riser ..... 'j~\_ Undeod,a;n offset vacles Pe1iorated underdrain Biofiltration with Partial Retention BMP Example Illustration How to use the sizing fa.cto.rs for Bow control BMP Sizing: Obtain sizing factors from Table G.2-4 based on the project's lower flow threshold fraction of Q2, hydrologic soil group, pre-project slope, and rain gauge (rainfall basin). Multiply the area tributary to G-41 May 2018 Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors the structural BMP (A, square feet) by the area weighted runoff factor (C, unitless) (see Table G.2-1) by the sizing factors to determine the required surface area (A, square feet). Select a low flow control orifice for the underdrain that will discharge the lower flow threshold flow at the overflow riser elevation. Standard head (H) for this calculation (based on the standard detail) is 3.0 feet for A or B soils, 3.5 feet for C soils, or 3.75 feet for D soils. The civil engineer shall provide the necessary surface area of the BMP and the underdrain and orifice detail on the plans. Additional steps to use this BMP as a combined pollutant control and Bow control BMP: The BMP sized using the sizing factors in Table G.2-4 meets both pollutant control and flow control requirements. Table G.2-4: Sizing Factors for Hydromodification Flow Control Biofiltration with Partial Retention BMPs Designed Using Sizing Factor Method Lower Flow Pre-~gregate below low Threshold Soil Group Project orifice inVl'rt Rain Gauge A Slope (inches) 0.lQ2 A Hat 18 Lindbergh 0.080 0.1 Q2 A Moderate 18 Lindbergh 0.080 0.1Q2 A Steep 18 Lindbcrgb 0.080 0.1Q2 B riat 18 Lindbergh 0.065 0.lQ2 B Moderate 18 Lindbergh 0.065 0.1Q2 B Steep 18 Lindbergh 0.060 0.lQ2 C Flat 6 Lindbergh 0.050 0.1Q2 C Moderate 6 Lindbergh 0.050 0.lQ2 C Steep 6 Lindbergh 0.050 0.1Q2 D Flat 3 Lindbergh 0.050 0.lQ2 D Moderate 3 Lindbergh 0.050 0.1Qz D Steep 3 Lindbergh 0.050 0.1Qz A Flat 18 Oceanside 0.080 0.1Qz A Moderate 18 Oceanside 0.075 0.1Q2 A Steep 18 Oceanside 0.075 0.1Q2 B Flat 18 Oceanside 0.070 G-42 May 2018 Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors Pre-Aggregate below low Lower Flow Threshold Soil Group Project :orifice invert Rain Gauge Slope (inches) 0.1Q2 B Moderate 18 Oceanside 0.1Q2 B Stet'P 18 Oceanside O.lQ2 C Flat 6 Oceanside 0.1Q2 C Moderate 6 Oceanside 0.1Q2 C Steep 6 Oceanside I O.l Q2 D Flat 3 Oceanside O.lQ2 D Moderate 3 Oceanside O.lQ2 D Steep 3 Oceanside 0.1Q2 A Flat 18 L Wohlford 0.1Q2 A Moderate 18 L Wohlford 0.1Q2 A Steep 18 L Wohlford 0.1Q2 B Flat 18 L Wohlford O.lQ2 B Moderate 18 L Wohlford 0.1Q2 B Steep 18 L Wohlford 0.1Q2 C Flat 6 L Wohlford 0.1Q2 C Moderate 6 L Wohlford 0.1Q2 C Steep 6 L Wohlford O.lQ2 D Plat 3 L Wohlford O.lQ2 D Moderate 3 L Wohlford 0.1Q2 D Steep 3 L Wohlford Q2 = 2-year pre-project flow rate based upon partial duration analysis of long-term hourly rainfall records A = Surface area (at surface of the BMP before any ponding occurs) sizing factor for flow control G-43 ; ' A I 0.070 0.070 0.070 0.070 0.070 0.070 I 0.070 0.070 0.110 0.110 0.105 0.090 0.085 0.085 0.065 0.065 0.065 0.060 0.060 0.060 May 2018 Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors G.2.5 Sizing Factors for "Cistern" BMP Table G.2-6 presents sizing factors for calculating the required volume (V) for a cistern BMP. In this context, a "cistern" is a detention facility that stores runoff and releases it at a controlled rate. A cistern can be a component of a harvest and use sys tem, however the sizing factor method will not account for any retention occurring in the system. The sizing factors were developed assuming runoff is released from the cistern. The sizing factors presented in this section are to meet the hydromodification management performance standard only. The cistern BMP is based on the following assumptions: • Cistern configuration: The cistern is modeled as a 4-foot tall vessel. However, designers could use other configurations (different cistern heights), as long as the lower outlet orifice is sized to properly restrict outflows and the minimum required volume is provided. • Cistern upper outlet: The upper outlet from the cistern would consist of a weir or other flow control structure with the overflow invert set at an elevation of 7 / 8 of the water height associated with the required volume of the cistern -V. For the assumed 4-foot water depth in the cistern associated with the sizing factor analysis, the overflow invert is assumed to be located at an elevation of 3.5 feet above the bottom of the cistern. The overflow weir would be sized to pass the peak design flow based on the tributary drainage area. How to use the sizing factors: Obtain sizing factors from Table G .2-6 based on the project's lower flow threshold fraction of Q2, hydrologic soil group, pre-project slope, and rain gauge (rainfall basin). Multiply the area tributary to the structural BMP (A, square feet) by the area weighted runoff factor (C, unitless) (see Table G.2-1) by the sizing factors to determine the required volume fv, cubic feet). Select a low flow control orifice that will discharge the lower flow threshold flow at the overflow elevation (i.e. when there is 3.5 feet o f head over the lower outlet orifice or adjusted head as appropriate if the cistern overflow elevation is not 3.5 feet tall). The civil engineer shall provide the necessary volume o f the BMP and the lower outlet orifice detail on the plans. Additional steps to use this BMP as a combined pollutant control and flow control BMP: A cistern could be a component of a full retention, partial retention, or no retention BMP depending on how the outflow is disposed. H owever, use of the sizing factor method for design of the cistern in a combined pollutant control and flow control sys tem is not recommended. The sizing factor method for designing a cistern does not account for any retention or storage occurring in BMPs combined with the cistern (i.e., cistern sized using sizing factors may be larger than necessary because sizing factor method does not recognize volwne losses occurring in other elements of a combined system). Furthermore, when the cistern is designed using the sizing factor method, the cistern outflow must be set to the low flow threshold flow for the drainage area, which may be inconsistent with requirements for other elements of a combined system. To optimize a system in G-47 May 2018 I Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors whicb a cistern provides temporary storage for runoff to be either used onsite (harvest and use), infiltrated, or biofiltered, project-specific continuous simulation modeling is recommended. Refer to Sections 5.6 and 6.3.6. Table G.2-6: Sizing Factors for Hydromodification Flow Control Cistern BMPs Designed Using Sizing Factor Method Lower Flow Soil Group Pre-Project Slope Rain Gauge V Threshold O.lQ2 A Flat Lindbergh 0.54 O.tQ2 A Moderate Lindbergh 0.51 O.tQ2 A Steep Lindbergh 0.49 0.1Q2 B Flat Lindbergh 0.19 0.1Q2 B Moderate Lindbergh 0.18 0.1Q2 B Steep Lindbergh 0.18 0.1Q2 C Flat Lindbergh 0.11 0.1Q2 C Moderate Lindbergh 0.11 0.1Q2 C Steep Lindbergh 0.11 0.1Q2 D Flat Lindbergh 0.09 O.lQ2 D Moderate Lindbergh 0.09 0.1Q2 D Steep Lindbergh 0.09 0.1Q2 A Flat Oceanside 0.26 0.1Q2 A Moderate Oceanside 0.25 O.lQ2 A Steep Oceanside 0.25 0.1Q2 B i'lat Oceanside 0.16 0.1Q2 B Moderate Oceanside 0.16 0.1Q2 B Steep Oceanside 0.16 0.1Q2 C Flat Oceanside 0.14 O.lQ2 C Moderate Oceanside 0.14 O.lQ2 C Steep Oceanside 0.14 0.1Q2 D Flat Oceanside 0.12 ·) ) ' G-48 May 2018 I ATTACHMENT 3-STRUCTURAL BMP MAINTENANCE INFORMATION Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment: Preliminary Design/Planning/CEQA level submittal: Attachment 3 must identify: 181 Typical maintenance indicators and actions for proposed structural BMP(s) based on Section 7.7 of the BMP Design Manual Final Design level submittal: SEE OPERATION AND MAINTENANCE PLAN Attachment 3 must identify: 181 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) 181 How to access the structural BMP(s) to inspect and perform maintenance 181 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) 181 Manufacturer and part number for proprietary parts of structural BMP(s) when applicable 181 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.) 181 Recommended equipment to perform maintenance D When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management. (NOT APPLICABLE) A3-1 Typical Maintenance Indicators and Actions for Proposed Structural BMP(s) Vegetated Infiltration or Filtration BMPs BMP: 1, 2, 3, 4, 5, 6 (Blofiltratlon w/Partlal Retention) Typical Maintenance Indicators Maintenance Actions 181 Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials, without damage to the vegetation. 181 Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans. 181 Overgrown vegetation Mow or trim as appropriate, but not less than t he design height of the vegetation per original plans when applicable (e.g. a vegetated swale may require a minimum vegetation height). 181 Erosion due to concentrated irrigation flow Repair/re-seed/re-plant eroded areas and adjust the irrigation system. 181 Erosion due to concentrated storm water Repair/re-seed/re-plant eroded areas and runoff flow 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. □ Standing water in vegetated swales Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, loosening or replacing top soil to allow for better infiltration, or minor re-grading for proper drainage. 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. 181 Standing water in bioretention, biofiltration Make appropriate corrective measures such with partial retention, or biofiltration areas, as adjusting irrigation system, removing or flow-through planter boxes for longer obstructions of debris or invasive vegetation, than 96 hours following a storm event* clearing underdrains (where applicable}, or repairing/replacing clogged or compacted soils. A3-2 Tvoical Maintenance Indicators Maintenance Actions 181 Obstructed inlet or outlet structure Clear obstructions. 181 Damage to structural components such as Repair or replace as applicable. weirs, inlet or outlet structures • These BMPs typically include a surface ponding layer as part of their function which may take 96 hours to drain following a storm event. A3-3 Typical Maintenance Indicators and Actions for Proposed Structural BMP(s) Non-Vegetated Infiltration BMPs BMP: 22, 23, 25, 26, 27, 28, 29, 30, 80, 81 (Permeable Pavement) Typical Maintenance Indicators Maintenance Actions 181 Accumulation of sediment, litter, or debris Remove and properly dispose accumulated in infiltration basin, pre-treatment device, materials. or on permeable pavement surface D Standing water in infiltration basin without Remove and replace clogged surface soils. subsurface infiltration gallery for longer than 96 hours following a storm event □ Standing water in subsurface infiltration This condition requires investigation of why gallery for longer than 96 hours following a infiltration is not occurring. If feasible, storm event corrective action shall be taken to restore infiltration (e.g. flush fine sediment or remove and replace clogged soils). BMP may require retrofit if infiltration cannot be restored. If retrofit is necessary, the [City Engineer] shall be contacted prior to any repairs or reconstruction. 181 Standing water in permeable paving area Flush fine sediment from paving and subsurface gravel. Provide routine vacuuming of permeable paving areas to prevent clogging. 181 Damage to permeable paving surface Repair or replace damaged surface as appropriate. * Note: When inspection or maintenance indicates sediment is accumulating in an infiltration BMP, the OMA draining to the infiltration BMP should be examined to determine the source of the sediment, and corrective measures should be made as applicable to minimize the sediment supply. A3-4 181 181 181 Typical Maintenance Indicators and Actions for Proposed Structural BMP(s) Non-Vegetated Filtration BMPs BMP: 59 -64 (Inlet Filters) Tvoical Maintenance Indicators Maintenance Actions Accumulation of sediment, litter, or debris Remove and properly dispose accumulated materials. Obstructed inlet or outlet structure Clear obstructions. Clogged filter media Remove and properly dispose filter media, and replace with fresh media. 181 Damage to components of the filtration Repair or replace as applicable. system * Note: For proprietary media filters, refer to the manufacturer's maintenance guide. A3-5 I&! Typical Maintenance Indicators and Actions for Proposed Structural BMP(s) Detention BMPs BMP: 35 (Cisterns) Tvoical Maintenance Indicators Maintenance Actions Erosion due to concentrated storm water Repair eroded areas and energy dissipation runoff flow devices at discharge outlets. ~ Accumulation of sediment, litter, or debris Remove and properly dispose of materials that accumulate inside the cistern. ~ Standing water Remove soil or debris from outlets. ~ Obstructed inlet Clear obstructions from inlet pipes or inlet filters/screens. ~ Damage to structural components such as Repair or replace as applicable. pipes, inlet screens or outlets A3-6 ATTACHMENT 4 -CITY STANDARD SINGLE SHEET BMP (SSBMP) EXHIBIT A4-1 I I I I ~ z ~ z ~: .... I o , DDDD DI I I 1\\ ,]l 0 ·\ ~I 'I I I i i I " f ~ • l ATTACHMENT 5 -OPERATION AND MAINTENANCE PLAN A5-1 Operation and Maintenance Plan Olivenhain Municipal Water District - New and Remodeled Operations and Administration Facilities City of Carlsbad Project ID: SOP 16-07 / GR 2017-0019 Owner: Olivenhain Municipal Water District 1966 Olivenhain Road Encinitas, CA 92024 Tel. (760) 753-6466 Date: August 15, 2018 Prepared by: Infrastructure Engineering Corporation 14271 Danielson Street Poway, CA 92064 Tel. (858) 413-2400 Table of Contents Introduction ................................................................................................................................... 1 Ownership and Maintenance Responsibility ................................................................................. 1 Documentation Requirements ...................................................................................................... 2 Inspection and Maintenance Frequency ....................................................................................... 2 ATTACHMENTS ATTACHMENT 1 -Storm Water BMP Operation and Maintenance Inspection Report ATTACHMENT 2-BMP Maintenance Fact Sheets and Inspection and Maintenance Checklists ATTACHMENT 3-Single Sheet BMP Site Plan ATTACHMENT 4-Grading Plans and BMP Details ATTACHMENT 5 -BMP Manufacturer Product Data and Maintenance Procedures Introduction This Operation and Maintenance Plan is prepared pursuant to the "National Pollutant Discharge Elimination System Permit and Waste Discharge Requirements for Discharges from the Municipal Separate Storm Sewer Systems (MS4s) Draining the Watersheds within the San Diego Region," Order No. R9-2013-0001, as amended. The MS4 Permit requires that each Co- permittee (i.e., City of Carlsbad) implement a program that requires and confirms that structural BMPs on all Priority Development Projects (PDPs) are designed, constructed, and maintained to remove pollutants in storm water to the maximum extent practical (MEP). The MS4 Permit requirement specifically applies to PDP structural Best Management Practices (BMPs). However, source control BMPs and site design/ low impact development (LID) BMPs within a PDP are components in the storm water management system that determine the amount of runoff to be treated by structural BMPs; and when source control, site design, or LID BMPs are not maintained, this can lead to clogging or failure of structural BMPs. This Operation and Maintenance Plan identifies: • Ownership of and maintenance responsibility for storm water BMPs (structural, source control, or site design BMPs) • Documentation requirements for long-term maintenance • Inspection and maintenance frequency • Storm Water BMP Operation and Maintenance Inspection Report including: o Maintenance plan for BMPs o Inspection and maintenance checklists to include maintenance indicators and actions for BMPs • BMP site plan • Grading plans and BMP detail drawings • Manufacturer's proprietary product data for BMPs Ownership and Maintenance Responsibility From the time that the structural BMP is constructed and commissioned, it requires inspection and maintenance to ensure that it continues to function as designed. The MS4 Permit requires that each jurisdiction must "require the project applicant to submit proof of the mechanism under which ongoing long-term maintenance of all structural BMPs will be conducted." The property owner is responsible to ensure inspection, operation and maintenance of permanent structural BMPs. Page 1 Ownership and maintenance responsibility rests with the Olivenhain Municipal Water District, a municipal water district organized and operating pursuant to Water Code Sections 71000 et seq. BMP maintenance will be funded through the District's operating expense budget. Documentation Requirements Owners are required to provide documentation of maintenance, in perpetuity, for the structural BMPs to support the Co-permittees' reporting requirements to the San Diego Regional Water Quality Control Board. The MS4 Permit requires each Co-permittee to verify that structural BMPs on each PDP "are adequately maintained and continue to operate effectively to remove pollutants in storm water to the MEP through inspections, self-certifications, surveys, or other equally effective approaches." Each Co-permittee must also identify the party responsible for structural BMP maintenance for the PDP and report the dates and findings of structural BMP maintenance verifications, and corrective actions and/or resolutions when applicable, in their PDP inventory. The PDP inventory and findings of maintenance verifications must be reported to the RWQCB annually. Based on these MS4 Permit requirements, the City of Carlsbad will require property owners to provide annual self-certification that inspection and maintenance has been performed, provide details of the inspection results and maintenance activities, and confirm or update the contact information for the party responsible to ensure that future inspections and maintenance are performed. Inspection and Maintenance Frequency The minimum inspection and maintenance frequency is annual and must be reported annually. It is recommended that inspection reports be filed with the City after completion of the pre-rainy season inspections and maintenance (see Inspection Frequency, below). Actual maintenance needs are site and BMP specific, and maintenance may be needed more frequently than annually. The need for maintenance depends on the amount and quality of runoff delivered to the structural BMP. Maintenance must be performed whenever needed, based on maintenance indicators presented in this Operation and Maintenance Plan. The optimum maintenance frequency is each time the maintenance threshold for removal of materials (sediment, trash, debris or overgrown vegetation) is met. If this maintenance threshold has been exceeded by the time the structural BMP is inspected, the BMP has been operating at reduced capacity. This would mean that it is necessary to inspect and maintain the structural BMP more frequently. Routine maintenance will also help avoid costly rehabilitative maintenance to repair damages that may occur when BMPs have not been adequately maintained on a routine basis. Page 2 Inspection Frequency: • During the first year of normal operation of a structural BMP (i.e. when the project is fully built out and occupied), inspect at least once prior to August 31 and then after runoff- producing storm events from September through May. • Inspect structural BMPs during and after a storm event. It is during and after a rain event that the BMPs can be assessed for proper function. • 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, typically on a semi-annual basis and prior to the start of the rainy season (October 1 ). Page 3 (BLANK) Page4 ATTACHMENT 1 Storm Water BMP Operation and Maintenance Inspection Report Storm Water BMP Operation and Maintenance Inspection Report This report and the attached Inspection and Maintenance Checklists document the inspection and maintenance conducted for the storm water best management practices (BMPs) subject to the Maintenance Agreement between the City and the property owner. This report is for the annual reporting period from: __________ to __________ _ I. Property Information: Property Owner: -----'O=liv'-.!:e"--'n"-'h"""a"""'in:....:.M=un~i~ci""'p"""al'-'W:....:.!::a.!.!:te:.:..r..::D""'is::.!t!.!.ric,.,.,t.___ _________ _ Property Address: _...:..19~6=6::....O=liv.:..;:e .... n=h=a=in:....:.R...:..o=a=d:..i.., -=E:.:.:n=ci:.:.:n=ita=s=· -=C:..:..A..:...9=2=0=2:....:.4 _______ _ Assessor's Parcel No.: ---=2=-=5=5--'-0::....4:....:0"-'-5=9=------------------ Project Watershed (Hydrologic Unit): ----'C:..:a:.:.r..:..::ls:.:::b-=a=-d-=9=0-=-4 __________ _ Project ID: --=C"'"it..._y =o.:...f C=ar=ls=b=a=-d"--', S=D=-P'---'1=6-....,0:....:..7....:./....,G,._,R..,_,2::.:0...,1...,_7_,-0..,,0:....:.1=9---------- II. Contact Information: Name of person to contact regarding this report: George Briest. Engineering Manager Phone number of contact person: _ _.(_,_76=-0"-')'-'7C...::5'-"'3"-'-6"-4.:....:6=6'--------------- Email: gbriest@olivenhain.com Ill. Storm Water BMP Information: The following storm water best management practices are located on the property identified above: (Refer to the Storm Water Quality Management Plan, Single Sheet BMP Site Plan and the Grading Plans). Page 1 TABLE 1-BMP SUMMARY BMP No. BMP Type/Design Fact Sheet Location of BMP on the Property 1 PR-1 : Biofiltration w/Partial Retention Northwest of Building A Basin 2 PR-1 : Biofiltration w/Partial Retention South of Building D -west Basin 3 PR-1: Biofiltration w/Partial Retention South of Building D -east Basin 4 PR-1: Biofiltration w/Partial Retention Southeast of Building D Basin 5 PR-1 : Biofiltration w/Partial Retention East of Building D Basin 6 PR-1: Biofiltration w/Partial Retention South OMWD (private drive) roundabout Basin 22 INF-3: Permeable Pavement (Pervious East of Building D Concrete Pavement) 23 INF-3: Permeable Pavement (Pervious West of Building A Concrete Pavement) 25 SD-6: Permeable Pavement (Pervious Parking, west of roundabout Interlocking Concrete Pavers) 26 SD-6: Permeable Pavement (Pervious Parking, roundabout Interlocking Concrete Pavers) 27 SD-6: Permeable Pavement (Pervious Courtyard north of Building A Interlocking Concrete Pavers) 28 SD-6: Permeable Pavement (Pervious Central courtyard south of Building B Interlocking Concrete Pavers) 29 SD-6: Permeable Pavement (Pervious East of Building D Interlocking Concrete Pavers) 30 SD-6: Permeable Pavement (Pervious East of Building D Interlocking Concrete Pavers) 31, 32, 33, 34 SD-1: Street Trees South side of OMWD drive, east of roundabout. 35 HU-1: Cistern West of Building D lobby entrance 59-64 Inlet Filters Various locations on the BMP site plan. Page 2 IV. Summary of Inspections and Maintenance: Summarize the following information using the attached Inspection and Maintenance Checklists: TABLE 2 -INSPECTION AND MAINTENANCE SUMMARY Operation and Maintenance Activities BMP No. Date of lnsoection and Dates Conducted Page 3 V. Inspector Information: The inspections documented in the attached Inspection and Maintenance Checklists were conducted by the following inspector(s): TABLE 3 -INSPECTOR INFORMATION Name and Title Employer and Address Page4 VI . Certification: I hereby certify, under penalty of perjury, that the information presented in this report and attachments is true and complete: Signature of Property Owner/Responsible Party Date Type or Print Name Title Telephone No. Email Page 5 ATTACHMENT 2 BMP MAINTENANCE FACT SHEETS AND INSPECTION AND MAINTENANCE CHECKLISTS PR-1 Biofiltration with Partial Retention BMP MAINTENANCE FACT SHEET FOR STRUCTURAL BMP PR-1 BIOFILTRATION WITH PARTIAL RETENTION Biofiltration with partial retention facilities are vegetated surface water systems that filter water through vegetation and soil or engineered media prior to infiltrating into native soils, discharge via underdrain, or overflow to the downstream conveyance system. These BMPs have an elevated underdrain discharge point that creates storage capacity in the aggregate storage layer. Typical biofiltration with partial retention 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) • Uncompacted native soils at the bottom of the facility • Overflow structure Normal Expected Maintenance Biofiltration with partial retention 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 ri sk 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. PR-1 Page 1 of 11 January 12, 2017 PR-1 Biofiltration with Partial Retention • 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 with partial retention 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. PR-1 Page 2 of 11 January 12, 2017 PR-1 Biofiltration with Partial Retention SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR PR-1 BIOFILTRATION WITH PARTIAL RETENTION 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, • Inspect monthly. If the BMP is 25% full* or more in without damage to the vegetation or compaction of the one month, increase inspection frequency to monthly media layer. 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 Repair or replace as applicable. • Inspect annually. outlet structures • Maintenance when needed. Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original • Inspect monthly. plans. • Maintenance when needed. Dead or diseased vegetation Remove dead or diseased vegetation, re-seed, re-plant, • Inspect monthly. or re-establish vegetation per original plans. • 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 Remove decomposed fraction and top off with fresh • Inspect monthly. removed mulch to a total depth of 3 inches. • 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). PR-1 Page 3 of 11 January 12, 2017 PR-1 Biofiltration with Partial Retention SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR PR-1 BIOFILTRATION WITH PARTIAL RETENTION (Continued from previous page) Threshold/Indicator Erosion due to concentrated irrigation flow Erosion due to concentrated storm water runoff flow 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 Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see htt11:LLwww.mosguito.orgLbiologl1 Underdrain clogged Maintenance Action Repair/re-seed/re-plant eroded areas and adjust the irrigation system. 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. 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. 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. Clear blockage. PR-1 Page 4 of 11 January 12, 2017 Typical Maintenance Frequency • Inspect monthly. • Maintenance when needed. • 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. • 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. • 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. • Inspect if standing water is observed for longer than 24-96 hours following a storm event. • Maintenance when needed. References American Mosquito Control Association. http://www.mosquito.org/ California Storm Water Quality Association (CASQA). 2003. Municipal BMP Handbook. https://www.casga.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 PR-1 Biofiltration with Partial Retention San Diego County Copermittees. 2016. Model BMP Design Manual, Appendix E, Fact Sheet PR-1. http://www.projectcleanwater.org/index.php?option=com content&view=article&id=250&Itemid=220 PR-1 Page 5 of 11 January 12, 2017 Page Intentionally Blank for Double-Sided Printing PR-1 Biofiltration with Partial Retention PR-1 Page 6 of 11 January 12, 2017 Date: I Inspector: Permit No.: I APN(s): Property/ Development Name: Property Address of BMP: PR-1 Biofiltration with Partial Retention I BMP ID No.: Responsible Party Name and Phone Number: Responsible Party Address: INSPECTION AND MAINTENANCE CHECKLIST FOR PR-1 BIOFILTRATION WITH PARTIAL RETENTION PAGE 1 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Accumulation of sediment, litter, or debris 0 Remove and properly dispose of Maintenance Needed? accumulated materials, without damage to the vegetation 0 YES 0 If sediment, litter, or debris accumulation 0 NO 0 N/A 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 BM P to intercept the materials. 0 Other/ Comments: Poor vegetation establishment 0 Re-seed, re-plant, or re-establish Maintenance Needed? vegetation per original plans 0 YES 0 Other/ Comments: ONO 0 N/A *"25% full" is defined as¼ 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). PR-1 Page 7 of 11 January 12, 2017 Date: lnsp_ector: Permit No.: APN{s): PR-1 Biofiltration with Partial Retention BMP ID No.: INSPECTION AND MAINTENANCE CHECKLIST FOR PR-1 BIOFILTRATION WITH PARTIAL RETENTION PAGE 2 of S Threshold/Indicator Dead or diseased vegetation Maintenance Needed? □ YES □NO □ N/A Overgrown vegetation Maintenance Needed? □ YES □ NO □ N/A 2/3 of mulch has decomposed, or mulch has been removed Maintenance Needed? □ YES □NO □ N/A Maintenance Recommendation □ Remove dead or diseased vegetation, re- seed, re-plant, or re-establish vegetation per original plans D Other/ Comments: □ Mow or trim as appropriate □ Other/ Comments: D Remove decomposed fraction and top off with fresh mulch to a total depth of 3 inches D Other / Comments: PR-1 Page 8 of 11 January 12, 2017 Date Description of Maintenance Conducted Date: Inspector: Permit No.: APN(s): PR-1 Biofiltration with Partial Retention BMP ID No.: INSPECTION AND MAINTENANCE CHECKLIST FOR PR-1 BIOFILTRATION WITH PARTIAL RETENTION PAGE 3 of 5 Threshold/Indicator Erosion due to concentrated irrigation flow Maintenance Needed? 0 YES □NO □ N/A Erosion due to concentrated storm water runoff flow Maintenance Needed? □ YES O NO □ N/A Maintenance Recommendation D Repair/re-seed/re-plant eroded areas and adjust the irrigation system D Other/ Comments: D 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 D Other/ Comments: PR-1 Page 9 of 11 January 12, 2017 Date Description of Maintenance Conducted Date: Inspector: Permit No.: APN{s): PR-1 Biofiltration with Partial Retention BMP ID No.: INSPECTION AND MAINTENANCE CHECKLIST FOR PR-1 BIOFILTRATION WITH PARTIAL RETENTION PAGE 4 of S Threshold/Indicator Obstructed inlet or outlet structure Maintenance Needed? □ YES 0 NO 0 N/A Underdrain clogged (inspect underdrain if standing water is observed for longer than 24- 96 hours following a storm event) Maintenance Needed? 0 YES ONO 0 N/A Damage to structural components such as weirs, inlet or outlet structures Maintenance Needed? 0 YES 0 NO 0 N/A Maintenance Recommendation D Clear blockage D Other/ Comments: D Clear blockage D Other/ Comments: D Repair or replace as applicable D Other/ Comments: PR-1 Page 10 of 11 January 12, 2017 Date Description of Maintenance Conducted Date: Inspector: Permit No.: APN(s): PR-1 Biofiltration with Partial Retention BMP ID No.: INSPECTION AND MAINTENANCE CHECKLIST FOR PR-1 BIOFILTRATION WITH PARTIAL RETENTION PAGE 5 of 5 Threshold/Indicator 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 Maintenance Needed? □YES O NO 0 N/A Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosguito.org/biology Maintenance Needed? 0 YES O NO □ N/A Maintenance Recommendation D 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 D Other/ Comments: D Apply corrective measures to remove standing water in BMP when standing water occurs for longer than 24-96 hours following a storm event.** D Other/ Comments: Date Description of Maintenance Conducted *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. PR-1 Page 11 of 11 January 12, 2017 INF-3 Permeable Pavement as Structural BMP BMP MAINTENANCE FACT SHEET FOR STRUCTURAL BMP INF-3 PERMEABLE PAVEMENT AS STRUCTURAL BMP 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. Permeable pavement as structural BMP usually receives runoff from a larger tributary area than permeable pavement as site design BMP (see SD-6B for permeable pavement as site design BMP). Pollutant control is provided via infiltration (retention). Flow control is provided by infiltration and/or an outlet control structure. Typical permeable pavement components include: • Permeable surface layer • Bedding layer for permeable surface • Aggregate storage layer with optional underdrain(s) • Optional final filter course layer over uncompacted existing subgrade • Uncompacted native soils at the bottom of the facility • Optional subsurface check dams at regular intervals when pavement is sloped (more closely spaced on steeper slopes) • Optional outflow control structure for runoff released via underdrain(s) 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 BMP includes underdrains and/or an outflow control structure, check and clear these features. A summary table of standard inspection and maintenance indicators is provided within this Fact Sheet. 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 0.5 to 1 inch of rainfall in San Diego County), 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 subgrad e 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. INF-3 Page 1 of 8 January 12, 2017 Other Special Considerations INF-3 Permeable Pavement as Structural BMP 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 Page 2 of 8 January 12, 2017 INF-3 Permeable Pavement as Structural BMP SUM M ARY OF STANDARD INSPECTION AND MAINTENANCE FOR INF-3 PERMEABLE PAVEMENT AS STRUCTURAL BMP 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 Preventive vacuum/regenerative air street sweeping Accumulation of sediment, litter, or debris on permeable pavement surface Weeds growing on/through the permeable pavement surface Standing water in permeable paving area or subsurface infiltration gallery for longer than 24-96 hours following a storm event Maintenance Action Pavement should be swept with a vacuum power or regenerative air street sweeper to maintain infiltration through paving 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. 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). 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. INF-3 Page 3 of 8 January 12, 2017 Typical Maintenance Frequency • Schedule/perform this preventive action at least twice per year. • Inspect monthly and after every O.S-inch or larger storm event. • Remove any accumulated materials found at each inspection. • Inspect monthly. • Remove any weeds found at each inspection. • 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. INF-3 Permeable Pavement as Structural BMP SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR INF-3 PERMEABLE PAVEMENT AS STRUCTURAL BMP {Continued from previous page) Threshold/Indicator Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see httE!:LLwww.mosguito.orgLbiology Obstructed underdrain or outlet structure (when the BMP includes outflow control structure for runoff released from subsurface storage via underdrain(s)) Damage to structural components of subsurface infiltration gallery such as weirs or outlet structures Damage to permeable paving surface (e.g., cracks, settlement, misaligned paver blocks, void spaces between paver blocks need fill materials replenished) References American Mosquito Control Association. http://www.mosguito.org/ Maintenance Action 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. Clear blockage. Repair or replace as applicable. Repair or replace damaged surface as appropriate. 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 Typical Maintenance Frequency • 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. • Inspect if standing water is observed for longer than 24-96 hours following a storm event. • Maintenance when needed. • Inspect annually. • Maintenance when needed. • Inspect annually. • Maintenance when needed. San Diego County Copermittees. 2016. Model BMP Design Manual, Appendix E, Fact Sheet INF-3. http://www.projectcleanwater.org/index.php?option=com content&view=article&id=250&Itemid=220 INF-3 Page 4 of 8 January 12, 2017 Date: I Inspector: Permit No.: I APN(s): Property/ Development Name: Property Address of BMP: INF-3 Permeable Pavement as Structural BMP I BMP ID No.: Responsible Party Name and Phone Number: Responsible Party Address: INSPECTION AND MAINTENANCE CHECKLIST FOR INF-3 PERMEABLE PAVEMENT AS STRUCTURAL BMP PAGE 1 of 4 Threshold/Indicator Accumulation of sediment, litter, or debris on permeable pavement surface Maintenance Needed? 0 YES O NO 0 N/A Weeds growing on/through the permeable pavement surface Maintenance Needed? 0 YES O NO 0 N/A Maintenance Recommendation 0 Remove and properly dispose of accumulated materials 0 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 0 Other/ Comments: 0 Remove weeds and add features as necessary to prevent weed intrusion 0 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). 0 Other/ Comments: INF-3 Page 5 of 8 January 12, 2017 Date Description of Maintenance Conducted Date: Inspector: Permit No.: APN1s): INF-3 Permeable Pavement as Structural BMP BMP ID No.: INSPECTION AND MAINTENANCE CHECKLIST FOR INF-3 PERMEABLE PAVEMENT AS STRUCTURAL BMP PAGE 2 of 4 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Standing water in permeable paving area or D If feasible, take corrective action to subsurface infiltration gallery for longer than 24· restore infiltration (e.g., sweep 96 hours following a storm event• pavement with a vacuum power or Maintenance Needed? regenerative air street sweeper to restore infiltration rates, clear □YES underdrains if underdrains are □NO present). BMP may require retrofit if □ N/A infiltration cannot be restored. The [City Engineer] shall be contacted prior to any repairs or reconstruction. D Other/ Comments: Presence of mosquitos/larvae □ Apply corrective measures to remove standing water in BMP when standing For images of egg rafts, larva, pupa, and adult water occurs for longer than 24-96 mosquitos, see hours following a storm event.•• http://www.mosguito.org/biology D Other/ Comments: Maintenance Needed? □ YES □NO □ N/A --· •surface or subsurface 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 permeable surface layer, any of the subsurface components, or the underlying native soils. The specific cause of the drainage issue must be determined and corrected. 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 native soils have been compacted or do not have the infiltration capacity expected, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction. **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 [Oty 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. INF-3 Page 6 of 8 January 12, 2017 Date: Inspector: Permit No.: APN(s): INF-3 Permeable Pavement as Structural BMP BMP ID No.: INSPECTION AND MAINTENANCE CHECKLIST FOR INF-3 PERMEABLE PAVEMENT AS STRUCTURAL BMP PAGE 3 of 4 Threshold/Indicator Maintenance Recommendation Obstructed underdrain or outlet structure □ Clear blockage (when the BMP includes outflow control I D Other/ Comments: structure for runoff released from subsurface storage via underdrain(s)) Maintenance Needed? 0 YES □NO 0 N/A Damage to structural components of subsurface infiltration gallery such as weirs or outlet structures Maintenance Needed? □YES □NO □ N/A Damage to permeable paving surface (e.g., cracks, settlement, misaligned paver blocks, void spaces between paver blocks need fill materials replenished) Maintenance Needed? □ YES □NO 0 N/A □ Repair or replace as applicable D Other/ Comments: D Repair or replace damaged surface as appropriate D Other/ Comments: INF-3 Page 7 of 8 January 12, 2017 Date Description of Maintenance Conducted Date: Inspector: Permit No.: APN(s): INF-3 Permeable Pavement as Structural BMP BMP ID No.: INSPECTION AND MAINTENANCE CHECKLIST FOR INF-3 PERMEABLE PAVEMENT AS STRUCTURAL BMP PAGE 4 of 4 Threshold/Indicator Preventive vacuum/regenerative air street sweeping Maintenance Needed? □ YES O NO D N/A Maintenance Recommendation D Pavement should be swept with a vacuum power or regenerative air street sweeper to maintain infiltration through paving surface. D Schedule/perform this preventive action at lea st twice per year. D Other/ Comments: INF-3 Page 8 of 8 January 12, 2017 Date Description of Maintenance Conducted SD-6B Permeable Pavement as Site Design BMP BMP MAINTENANCE FACT SHEET FOR SITE DESIGN BMP SD-6B PERMEABLE PAVEMENT AS SITE DESIGN BMP Permeable pavement is pavement that allows for percolation through void spaces in the pavement surface into subsurface layers. When used as a site design BMP, the subsurface layers are designed to provide storage of storm water runoff so that outflow rates can be controlled via infiltration into subgrade soils. As a site design BMP, permeable pavement areas are designed to be self-retaining an d are designed primarily for direct rainfall. Self- retaining permeable pavement areas have a ratio of total drainage area (including permeable pavement) to area of permeable pavement of 1.5:1 or less. Permeable pavement as structural BMP usually receives runoff from a larger tributary area than permeable pavement as site design BMP (see INF-3 for permeable pavement as structural BMP). Permeable pavement surfaces can be constructed from modular paver units or paver blocks, pervious concrete, porous asphalt, and turf pavers. Typical components include: • Permeable surface layer • Bedding layer for permeable surface • Aggregate storage layer with optional underdrain(s) • Optional final filter course layer over uncompacted existing subgrade • Optional subsurface check dams at regular intervals when pavement is sloped (more closely spaced on steeper slopes) 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 su rface to prevent clogging; and flushing paving and subsurface gravel to remove fine sediment. If the BMP includes underdrains, check and clear underdrains. A summary table of standard inspection and maintenance indicators is provided within this Fact Sheet. 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 0.5 to 1 inch of rainfall in San Diego County), 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. SD-6B Page 1 of 7 January 12, 2017 SD-6B Permeable Pavement as Site Design BMP Other Special Considerations Site design BMPs, such as permeable pavement, 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. 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. SD-6B Page 2 of 7 January 12, 2017 SD-6B Permeable Pavement as Site Design BMP SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR SD-6B PERMEABLE PAVEMENT AS SITE DESIGN BMP 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 Preventive vacuum/regenerative air street sweeping Accumulation of sediment, litter, or debris on permeable pavement surface Weeds growing on/through the permeable pavement surface Standing water in permeable paving area following a storm event, or runoff is observed overflowing off the permeable paving surface during a storm event Maintenance Action Pavement should be swept with a vacuum power or regenerative air street sweeper to maintain infiltration through paving 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. 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). 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. SD-68 Page 3 of 7 January 12, 2017 Typical Maintenance Frequency • Schedule/perform this preventive action at least twice per year. • Inspect monthly and after every 0.5-inch or larger storm event. • Remove any accumulated materials found at each inspection. • Inspect monthly. • Remove any weeds found at each inspection. • 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. SD-6B Permeable Pavement as Site Design BMP - SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR SD-68 PERMEABLE PAVEMENT AS SITE DESIGN BMP (Continued from previous page) Threshold/Indicator Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosguito.org/biology Damage to permeable paving surface (e.g., cracks, settlement, misaligned paver blocks, void spaces between paver blocks need fill materials replenished) References American Mosquito Control Association. http://www.mosguito.org/ Maintenance Action 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 soils 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. Repair or replace damaged surface as appropriate. California Storm Water Quality Association (CASQA). 2003. Municipal BMP Handbook. https://www.casga.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 50-6. http://www.projectcleanwater.org/index.php?option=com content&view=article&id-250&1temid-220 SD-6B Page 4 of 7 January 12, 2017 Typical Maintenance Frequency • 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. • Inspect annually. • Maintenance when needed. Date: I Inspector: Permit No.: I APN(s): Property/ Development Name: Property Address of BMP: SD-6B Permeable Pavement as Site Design BMP I BMP ID No.: Responsible Party Name and Phone Number: Responsible Party Address: INSPECTION AND MAINTENANCE CHECKLIST FOR SD-68 PERMEABLE PAVEMENT AS SITE DESIGN BMP PAGE 1 of 3 Threshold/Indicator Accumulation of sediment, litter, or debris on permeable pavement surface Maintenance Needed? □ YES □NO 0 N/A Weeds growing on/through the permeable pavement surface Maintenance Needed? □YES O NO 0 N/A Maintenance Recommendation D Remove and properly dispose of accumulated materials D 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 D Other/ Comments: D 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). D Other / Comments: SD-6B Page 5 of 7 January 12, 2017 Date Description of Maintenance Conducted Date: Inspector: Permit No.: APN(s): SD-68 Permeable Pavement as Site Design BMP BMP ID No.: INSPECTION AND MAINTENANCE CHECKLIST FOR SD-68 PERMEABLE PAVEMENT AS SITE DESIGN BMP PAGE 2 of 3 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Standing water in permeable paving area 0 If feasible, take corrective action to restore following a storm event, or runoff is observed infiltration (e.g., sweep pavement with a overflowing off the permeable paving surface vacuum power or regenerative air street during a storm event• sweeper to restore infiltration rates, Maintenance Needed? clear underdrains if underdrains are present). BMP may require retrofit if 0 YES infiltration cannot be restored. The [City O NO Engineer] shall be contacted prior to any 0 N/A repairs or reconstruction. 0 Other/ Comments: Presence of mosquitos/larvae 0 Apply corrective measures to remove standing water in BMP when standing For images of egg rafts, larva, pupa, and adult water occurs for longer than 96 hours mosquitos, see following a storm event.•• htt11:LLwww.mosguito.org[biology Maintenance Needed? 0 Other/ Comments: 0 YES ONO 0 N/A *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. 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. **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 soils 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. SD-6B Page 6 of 7 January 12, 2017 Date: Inspector: Permit No.: APN(s): SD-68 Permeable Pavement as Site Design BMP BMP ID No.: INSPECTION AND MAINTENANCE CHECKLIST FOR SD-68 PERMEABLE PAVEMENT AS SITE DESIGN BMP PAGE 3 of 3 Threshold/Indicator Damage to permeable paving surface (e.g., cracks, settlement, misaligned paver blocks, void spaces between paver blocks need fill materials replenished) Maintenance Needed? □ YES □NO 0 N/A Maintenance Recommendation □ Repair or replace damaged surface as appropriate D Other/ Comments: Preventive vacuum/regenerative air street I D Pavement should be swept with a vacuum sweeping Maintenance Needed? 0 YES □NO □ N/A power or regenerative air street sweeper to maintain infiltration through paving surface. □ Schedule/perform this preventive action at least twice per year. D Other / Comments: SD-6B Page 7 of 7 January 12, 2017 Date Description of Maintenance Conducted BMP MAINTENANCE FACT SHEET FOR SITE DESIGN BMP SD-1 TREE WELLS SD-1 Tree Wells Tree wells as site design BMPs are trees planted in configurations that allow storm water runoff to be directed into the soil immediately surrounding the tree. The tree may be contained within a planter box or structural cells. The surrounding area will be graded to direct runoff to the tree well. There may be features such as tree grates, suspended pavement design, or shallow surface depressions designed to allow runoff into the tree well. Typica l tree well components include: • Trees of the appropriate species for site conditions and constraints • Available growing space based on tree species, soil type, water availability, surrounding land uses, and project goals • Entrance/opening that allows storm water runoff to flow into the tree well (e.g., a curb opening, tree grate, or surface depression) • 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, intended to guide roots down and away from the sidewalk in order to prevent sidewalk lifting 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 drain 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 Tree wells are site design BMPs that normally do not require maintenance actions beyond routine landscape maintenance. The normal expected 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/evapotranspirate 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. SD-1 Page 1 of 6 January 12, 2017 Other Special Considerations SD-1 Tree Wells 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-1 Page 2 of 6 January 12, 2017 SD-1 Tree Wells SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR SD-1 TREE WELLS 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 Tree health Dead or diseased tree 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 Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see httQ :Llwww. mosgu ito.orgLbiology 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) Maintenance Action Routine actions as necessary to maintain tree health. Remove dead or diseased tree. Replace per original plans. Loosen or replace soils surrounding the tree to restore drainage. 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). Make repairs as appropriate to restore drainage into the tree well. SD-1 Page 3 of 6 January 12, 2017 Typical Maintenance Frequency • Inspect monthly. • Maintenance when needed. • Inspect monthly. • Maintenance when needed. • 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. • 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 • Inspect monthly. • Maintenance when needed. References American Mosquito Control Association. http://www.mosguito.org/ 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 SD-1. http://www.projectcleanwater.org/index.php?option=com content&view=article&id=250&Itemid=220 SD-1 Page 4 of 6 January 12, 2017 SD-1 Tree Wells Date: I Inspector: Permit No.: I APN(s): Property/ Development Name: Property Address of BMP: l BMP ID No.: Responsible Party Name and Phone Number: Responsible Party Address: SD-1 Tree Wells INSPECTION AND MAINTENANCE CHECKLIST FOR SD-1 TREE WELLS PAGE 1 of 2 Threshold/Indicator Dead or diseased tree Maintenance Needed? 0 YES O NO 0 N/A 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 Maintenance Needed? 0 YES 0 NO 0 N/A Maintenance Recommendation 0 Remove dead or diseased tree 0 Replace per original plans 0 Other/ Comments: 0 Loosen or replace soils surrounding the tree to restore drainage 0 Other/ Comments: SD-1 Page 5 of 6 January 12, 2017 Date Description of Maintenance Conducted Date: Inspector: Permit No.: APN(s): BMP ID No.: SD-1 Tree Wells INSPECTION AND MAINTENANCE CHECKLIST FOR SD-1 TREE WELLS PAGE 2 of 2 Threshold/Indicator Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http:ljwww.mosguito.org/biology Maintenance Needed? □YES □NO □ N/A 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) Maintenance Needed? □YES □NO □ N/A Maintenance Recommendation □ Disperse any standing water from the tree well to nearby landscaping D Loosen or replace soils surrounding the tree to restore drainage (and prevent standing water) D Other/ Comments: D Make repairs as appropriate to restore drainage into the tree well D Other/ Comments: SD-1 Page 6 of 6 January 12, 2017 Date Desaiption of Maintenance Conducted BMP MAINTENANCE FACT SHEET FOR STRUCTURAL BMP HU-1 CISTERN HU-1 Cistern Cisterns are containers that capture runoff (typically rooftop runoff) and store it for future use such as irrigation or alternative grey water between storm events. Cisterns can be aboveground or below ground systems. Typical cistern components include: • Storage container, barrel or tank for holding captured flows • Inlet and associated valves and piping • Outlet and associated va lves and piping • Overflow outlet • Access riser or tank serviceway (i.e., access for underground and above-ground cisterns) • Optional pump • Optional first flush diverters • Optional debris screen or pretreatment BMP (e.g., roof drain filter, drainage inlet insert) • Optional roof, supports, foundation, level indicator, and other accessories Normal Expected Maintenance Cisterns can be expected to accumulate sediment and debris that is small enough to pass through the inlet into the storage container. Larger debris such as leaves or trash may accumulate at the inlet. While the storage container is generally a permanent structure, ancillary parts including valves, piping, screens, level indicators, and other accessories will wear and require occasional replacement. Maintenance of a cistern generally involves: removing accumulated sediment and debris from the inlet and storage container on a routine basis; and replacement of ancillary parts on an as-needed basis. A summary table of standard inspection and maintenance indicators is provided within this Fact Sheet. If the system as a whole includes a pump or other electrical equipment, maintenance of the equipment shall be based on the manufacturer's recommended maintenance plan. 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 inlet is found to be obstructed at every inspection such that storm water bypasses the cistern. The cistern is not functioning properly if it is not capturing storm water. This would require addition of ancillary features to protect the inlet, or pretreatment measures within the watershed draining to the cistern to intercept larger debris, such as screens on roof gutters, or drainage inserts within catch basins. Increase the frequency of inspection until the issue is resolved. • Accumulation of sediment within one year is greater than 25% of the volume of the cistern. This means the sediment load from the tributary drainage area has diminished the storage volume of the cistern and the cistern will not capture the required volume of storm water. This would require pretreatment measures within the tributary area draining to the cistern to intercept sediment. • The cistern is not drained between storm events. If the cistern is not drained between storm events, the storage volume will be diminished and the cistern will not capture the required volume of storm water from subsequent storms. Th is would require implementation of practices onsite to drain and use the stored water, or a different BMP if onsite use cannot be reliably sustained. HU-1 Page 1 of 8 January 12, 2017 HU-1 Cistern SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR HU-1 CISTERN 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 Inspection and Maintenance Frequency Accumulation of sediment, litter, or debris at the inlet Remove and properly dispose of accumulated materials. • Inspect monthly and after every 0.5-inch or larger storm event. • Remove any accumulated materials found at each inspection. Outlet blocked Clear blockage. • Inspect monthly and after every 0.5-inch or larger storm event. • Remove any accumulated materials found at each inspection. Accumulation of sediment, litter, or debris in the Remove and properly dispose of accumulated materials. • Inspect monthly. If the BMP is 25% full* or more in storage container one month, increase inspection frequency to monthly plus after every 0.1-inch or larger storm event. • Remove materials annually (minimum}, or more frequently when BMP is 25% full* (or at manufacturer threshold if manufacturer threshold is less than 25% full*} in less than one year, or if accumulation blocks outlet Standing water in storage container between storm Use the water as intended, or disperse to landscaping. • Inspect monthly and after every 0.5-inch or larger events outside of normal use timeframe for the stored Implement practices onsite to drain and use the stored storm event. If standing water is observed, increase water. Normal use timeframe is 36 to 96 hours following water. inspection frequency to after every 0.1-inch or larger a storm event depending on the purpose and design of storm event. the cistern. Contact the [City Engineer] to determine a solution if • Maintenance when needed. onsite use cannot be reliably sustained. -*"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) HU-1 Page 2 of 8 January 12, 2017 HU-1 Cistern SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR HU-1 CISTERN (Continued from previous page) Threshold/Indicator Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosquito.org/biology Leaks or other damage to ancillary parts including valves, piping, screens, level indicators, and other accessories Leaks or other damage to storage container Cistern leaning or unstable, damage to roof, supports, anchors, or foundation References American Mosquito Control Association. http://www.mosguito.org/ Maintenance Action If mosquitos/larvae are observed: first, immediately remove any standing water by using the water as intended for irrigation or alternative grey water, or by dispersing to landscaping; second, check cistern outlet for blockage and clear blockage if applicable to restore drainage; third, install barriers such as screens that prevent mosquito access to the storage container. Repair or replace as applicable. Repair or replace as applicable. Make repairs as appropriate to correct the problem and stabilize the system. California Storm Water Quality Association (CASQA). 2003. Municipal BMP Handbook. https://www.casga.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 Typical Inspection and Maintenance Frequency • 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. • Inspect twice per year. • Maintenance when needed. • Inspect twice per year. • Maintenance when needed. • Inspect twice per year. • Maintenance when needed. San Diego County Copermittees. 2016. Model BMP Design Manual, Appendix E, Fact Sheet HU-1. http://www.projectcleanwater.org/index.php?option=com content&view=article&id=250&1temid=220 HU-1 Page 3 of 8 January 12, 2017 Page Intentionally Blank for Double-Sided Printing HU-1 Page 4 of 8 January 12, 2017 HU-1 Cistern Date: Permit No.: Property/ Development Name: Property Address of BMP: Threshold/Indicator Accumulation of sediment, litter, or debris at the inlet Maintenance Needed? □ YES □ NO □ N/A Outlet blocked Maintenance Needed? □YES □NO □ N/A I Inspector: I BMP ID No.: I APN{s): Responsible Party Name and Phone Number: Responsible Party Address: INSPECTION AND MAINTENANCE CHECKLIST FOR HU-1 CISTERN PAGE 1 of 4 HU-1 Cistern Maintenance Recommendation Date Description of Maintenance Conducted D Remove and properly dispose of accumulated materials D If the inlet is found to be obstructed at every inspection, add features to protect the inlet, or pretreatment measures within the watershed D Other/ Comments: D Clear blockage □ Other/ Comments: HU-1 Page 5 of 8 January 12, 2017 Date: Permit No.: Threshold/Indicator Standing water in storage container between storm events outside of normal use timeframe for the stored water. Normal use timeframe is 36 to 96 hours following a storm event depending on the purpose and design of the cistern. Maintenance Needed? 0 YES O NO 0 N/A Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosguito.org/biology Maintenance Needed? □YES O NO 0 N/A Inspector: APN(s): BMP ID No.: HU-1 Cistern INSPECTION AND MAINTENANCE CHECKLIST FOR HU-1 CISTERN PAGE 2 of 4 Maintenance Recommendation 0 Use the water as intended, or disperse to landscaping D Implement practices onsite to drain and use the stored water D Contact the [City Engineer] to determine a solution if onsite use cannot be reliably sustained D Other/ Comments: 0 Use the water as intended, or disperse to landscaping D Install barriers such as screens that prevent mosquito access to the storage container D Other/ Comments: HU-1 Page 6 of 8 January 12, 2017 Date Description of Maintenance Conducted Date: Permit No.: Threshold/Indicator Accumulation of sediment, litter, or debris in the storage container -to be cleared once per year or when debris accumulation is 25% of the total container volume, or accumulation blocks outlet, whichever is more frequent Maintenance Needed? □ YES □NO 0 N/A Leaks or other damage to storage cont ainer Maintenance Needed? □ YES □NO 0 N/A Inspector: APN(s): BMP ID No.: HU-1 Cistern INSPECTION AND MAINTENANCE CHECKLIST FOR HU-1 CISTERN PAGE 3 of 4 Maintenance Recommendation D Remove and properly dispose of accumulated materials D If accumulation of sediment within one year is >25% of the volume of the cistern, add pretreatment measures within the watershed □ Other/ Comments: D Repair or replace as applicable D Other / Comments: HU-1 Page 7 of 8 January 12, 2017 Date Description of Maintenance Conducted Date: Inspector: Permit No.: APN(s): BMP ID No.: HU-1 Cistern INSPECTION AND MAINTENANCE CHECKLIST FOR HU-1 CISTERN PAGE 4 of 4 Threshold/Indicator I Maintenance Recommendation Leaks or other damage to ancillary parts I □ Repair or replace as applicable including valves, piping, screens, level indicators, and other accessories Maintenance Needed? □ YES □NO □ N/A D Other/ Comments: Cistern leaning or unstable, damage to roof, D Make repairs as appropriate to correct supports, anchors, or foundation the problem and stabilize the system Maintenance Needed? D Other/ Comments: □ YES □NO □ N/A HU-1 Page 8 of 8 January 12, 2017 Date Descri_e_tion of Maintenance Conducted MP-52 Inlet Filter BMP Maintenance Fact Sheet Inlet filters are typically proprietary filters that are installed in catch basins and inlets and operate using filter media, geotextiles, or screens. Common examples include manufactured media filters, inlet filters or drain inserts. I. Routine Maintenance Activities The principal maintenance objective is to remove sediment or debris from inlet filters which may lead to clogging, reducing pollutant removal efficiency. Access to inlet filters is possible at all filter locations by workmen equipped with vacuums. Vacuum extraction using a vactor truck is not possible at most locations due to potential damage to landscaping. Routine maintenance activities, and the recommended frequency at which they will be conducted, are shown in Table 1. Table 1 Routine Maintenance Activities for Inlet Filters No. Maintenance Frequency of Task 1 Inspect for standing water, sediment, trash and debris. Semi-annually, or after storm events 2 Remove sediment, trash and debris from filter media. Semi-annually, once before the rainy Dispose of sediment, trash, filters and debris properly. season begins 3 Ensure that catch basins/inlets drain completely After major storm events within three days. 4 Follow manufacturer's guidelines for maintenance and Per manufacturer's specifications. filter media replacement. 5 Inspect the manufactured treatment measure, using Annually, once before the wet the attached inspection checklist. season begins II. Prohibitions Damaged filter media that is incapable of providing filtration or screening shall be replaced prior to the next storm event. Standing water shall not remain for more than three days to prevent mosquito generation. Should any mosquito issues arise, contact the San Diego County Vector Control Program as needed for assistance. Mosquito larvicides shall be applied only when necessary and then only by a licensed professional or contractor. Page 1 Ill. Mosquito Abatement Contact Information San Diego County Vector Control Program Telephone: (858) 694-2888 Email: vector@sdcounty.ca.gov IV. Inspections The attached Inspection and Maintenance Checklist shall be used to conduct inspections in accordance with the Single Sheet BMP Site Plan (or as needed or otherwise approved by the City), identify needed maintenance, and record maintenance that is conducted. Page 2 Inspection and Maintenance Checklist for Inlet Filters BMP No.: ___ _ Date of Inspection: ________ _ Property Address: 1966 Olivenhain Road. Encinitas. CA 92024 District Type of Inspection: D Semi-Annual Season D Pre-Wet Season D Other: Maintenance Indicator Maintenance Actions Maintenance Inspector: Property Owner: Olivenhain Munici.Q.al Water D Afterheavyrunoff D End of Wet Comments Needed? (Y/N) (Describe maintenance completed. If maintenance was not conducted, note when it will be done) 1. Accumulation of Remove and dispose of accumulated sediment, trash or materials. debris on filter 2. Damaged screens or Replace damaged screens or filter media. filter media 3. Standing water in filter Remove filter and clean or replace filter medial. 4. Mosquito larvae on filter Remove and replace filter media. ATTACHMENT 3 SINGLE SHEET BMP SITE PLAN <'s + ·:.!.9 :> + = -- . :.t . + + l,2 ~ ·. 0 0 • • • ' ~ P-6 (2.) NO G.W. OBSERVED ''o ·<,.,. + + ''o -~, P:\Projects\HBAA (0148)\0002 (0MWD Bldg D Design)\CADD\G502-9A 32.dwg 11/1 3/2018 12:06 PM y y ~ ' c . ' ~ -.) \ / \ / .,,....., ,/ / ~ / ----.,,....., / I 0 20' 40' SCALE: 1" •20'·0" OLIVENHAIN ROAD EXISTING BUILDING "A" BIOFILTRATION BASIN 2 AREA=420 SF • 0 B-1 (39 5') GW.@ 15.0' ~ LEGEND PCC PAVING I: AC PAVING • .. •-l TURF BLOCK LANDSCAPE ROOF 1· v ~ -1 ™:J LIMIT OF WORK • PHASE 1 PROPOSED BUILDING ,,D,, 0 B-4 (335') G.W.@ 15.0' B-2 (37.5') G.W. @ 11.5' • -. · . . . . 0 0 EXISTING BU ILDING "B" PHASE 2 PROPOSED BUILDING "D" 'O> • ... - ·• . . . . -...;: ... . . . 9 ... ' ... • _'<f • ..... · • . 5 / / I I --. ,· ,,,. / -~ 14271 Danielson Street Poway, California 92064 T 858.413.2400 F 858.413.2440 www.iecorporation.com ·.,., v·· I fa a-, (5') NO G.W. BSERV .. I ~ ~ ~ 1 + C + ,, CT 1e, ~ ff ~ 0 ~ ~ < S:.t ~ PARTY RESPONSIBLE FOR MAINTENANCE: NAME: OLIVENHAIN MUNICIPAL WATER DISTRICT ADDRESS: 1966 OLIVENHAIN ROAD ENCINITAS, CA 92024 PHONE NO. (760) 753-6466 PLAN.PREPARED BY: _ NAME: DAVID PADILLA CONTACT COMPANY: INFRASTRUCTURE ENGINEERING CORP. ADDRESS: 14271 DANIELSON STREET POWAY, CA 92064 PHONE NO. (858) 413-2400 CHAD WILLIAMS SIGNATURE BMP NOTES: CERTIFICATION ____ _ 1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS OR THESE PLANS. 2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND INSTALLATION. 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT. 6. SEE PROJECT SWMP FOR ADDITIONAL INFORMATION. BMP TABLE SDBMP, BMPID# BMPTYPE SYMBOL CARLSBAD OR QUANTITY DRAWING NO. CASQA NO. TREATMENT CONTROL @@ PERVIOUS CONC. II SD-68 2,350 SF. 502-9A PAVEMENT TC-10 PERVIOUS SD-68 @-@) INTERLOCKING 1,706 SF. 502-9A TC-10 PAVERS @-® POROUS PAVING -❖:❖:{o;o0Q°oi❖ SD-68 1,001 SF. 502-9A 00000 00000 GRASS i::"o°o°o00❖0°,lo0o00°0° TC-10 O 000"- HYDROMODIFICATION & TREATMENT CONTROL CD BIOFILTRATION ~ ~ PR-1 271 SF. 502-9A 0 BIOFILTRATION ~ PR-1 420 SF. 502-9A @ BIOFILTRATION PR-1 491 SF. 502-9A © BIOFILTRATION g PR-1 2,451 SF. 502-9A © BIOFILTRATION PR-1 550SF. 502-9A ® BIOFILTRATION ~ PR-1 1,762 SF. 502-9A HYDROMODIFICATION ® WET VAULT @ MP-50 (INCLUDES CISTERN) LOW IMPACT DES IGN (L.I.D.) 0-@ ROOF DRAIN TO • SD-11 14 EA. 502-9A LANDSCAPING @)-@ INLET FILTER ■ MP-52 7EA. 502-9A ® VEGETATIVE FT-1 =;> 0 SF. SWALE TC-30 SITE DESIGN @-® STREET TREES G SD-1 4 EA. 502-9A ® CISTERN 0 HU-1 1 EA./ 660 GAL. 502-9A SOURCE CONTROL @ TRASH w GS-16 1 EA. 502-9A ENCLOSURE @)-® STENCILS NO DUMPING SD-13 16 EA. 502-9A DRAINS TO OCEAN * PRIOR TO THE RAINY SEASON (OCT 1 THROUGH APR 30) C-32 INSPECTION* MAINTENANCE * SHEET NO.(S) FREQUENCY FREQUENCY 13-15 SEMI-ANNUALLY SEMI-ANNUALLY 14, 15 SEMI-ANNUALLY SEMI-ANNUALLY 13 QUARTERLY SEMI-ANNUALLY 14 QUARTERLY SEMI-ANNUALLY 14 QUARTERLY SEMI-ANNUALLY 15 QUARTERLY SEMI-ANNUALLY 15 QUARTERLY SEMI-ANNUALLY 13 QUARTERLY SEMI-ANNUALLY 16 QUARTERLY SEMI-ANNUALLY 13-15 ANNUALLY ANNUALLY 13-15 SEMI-ANNUALLY ANNUALLY PER ANNUALLY ANNUALLY LANDSCAPE 14 SEMI-ANNUALLY ANNUALLY 13 SEMI-ANNUALLY ANNUALLY 13-15 ANNUALLY ANNUALLY "AS BUILT" RCE ___ EXP, ___ _ DATE REVIE\./ED BY, INSPECTOR DATE ~ CITY OF CARLSBAD ~ l----+---+----------------t-----t--+---t----1 LlU ENGINEERING DEPARTMENT ~ :=G:::;RAD==-::;IN:;G:,_:;P:;LAN=-;S;_:::;F:::;O::;:R=: ========:::::::::.::::===; "OLIVENHAIN MUNICIPAL WATER DISTRICT" DA TE INITIAL DA TE INITIAL DA TE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL (NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACILITIES) SINGLE SHEET BMP SITE PLAN GR 2017-0019 APPROVED: CITY ENGINEER OWN BY:--""~ CHKD BY: DP RVWD BY: RW JASON S. GELDERT RCE 63912 EXPIRES 9 30 20 DATE PROJECT NO. SOP 16-07 DRAWING NO. 502-9A ATTACHMENT 4 GRADING PLANS AND BMP DETAILS GRADING NOTES (IN ADDITION TO THE REQUIREMENTS OF CHAPTER 15.16 OF THE CARLSBAD MUNICIPAL CODE.) 1. THIS PLAN SUPERSEDES ALL OTHER PLANS PREVIOUSLY APPROVED BY THE CITY OF CARLSBAD REGARDING GRADING SHOWN ON THIS SET OF PLANS. 2. APPROVAL OF THIS PLAN DOES NOT LESSEN OR WAIVE ANY PORTION OF THE CARLSBAD MUNICIPAL CODE, RESOLUTION OF CONDITIONAL APPROVAL, CITY STANDARDS OR OTHER ADDITIONAL DOCUMENTS LISTED HEREON AS THEY MAY PERTAIN TO THIS PROJECT. THE ENGINEER IN RESPONSIBLE CHARGE SHALL REVISE THESE PLANS WHEN NON-CONFORMANCE IS DISCOVERED. 3. CITI APPROVAL OF PLANS DOES NOT RELIEVE THE DEVELOPER OR ENGINEER-OF-WORK FROM RESPONSIBILITI FOR THE CORRECTION OF ERRORS AND OMISSIONS DISCOVERED DURING CONSTRUCTION. ALL PLAN REVISIONS SHALL BE PROMPTLY SUBMITTED TO THE CITI ENGINEER FOR APPROVAL. 4. A RIGHT-OF-WAY PERMIT FROM THE CITI ENGINEER WILL BE REQUIRED FOR ANY WORK IN THE PUBLIC RIGHT-OF-WAY. PRIOR TO PERMIT ISSUANCE, A CERTIFICATE OF INSURANCE AS WELL AS ADDITIONAL INSURED ENDORSEMENT MUST BE FILED NAMING THE CITI OF CARLSBAD AS AN ADDITIONAL INSURED ON THE PERMITTEE'S POLICY IN THE MINIMUM AMOUNT OF $1,000,000.00 FOR EACH OCCURRANCE OF LIABILITI. THE INSURANCE COMPANY WRITING THE POLICY MUST HAVE A RATING OF "A-" OR BETTER AND A SIZE CATEGORY OF CLASS VII OR BETTER AS ESTABLISHED BY "BESTS" KEY RATING GUIDE. 5. NO WORK SHALL BE COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM THE CITY AND OTHER APPROPRIATE AGENCIES. 6. APPROVAL OF THESE PLANS BY THE CITY ENGINEER DOES NOT AUTHORIZE ANY WORK OR GRADING TO BE PERFORMED UNTIL THE PROPERTI OWNER'S PERMISSION HAS BEEN OBTAINED AND A VALID GRADING PERMIT HAS BEEN ISSUED. 7. NO REVISIONS WILL BE MADE TO THESE PLANS WITHOUT THE WRITTEN APPROVAL OF THE CITI ENGINEER, NOTED WITHIN THE REVISION BLOCK, ON THE APPROPRIATE SHEET OF THE PLANS AND THE TITLE SHEET. 8. ORIGINAL DRAWINGS SHALL BECOME THE PROPER'['( OF THE CITI UPON BEING SIGNED BY THE CITI ENGINEER. 9. THE ORIGINAL DRAWING SHALL BE REVISED TO REFLECT AS-BUILT CONDITIONS BY THE ENGINEER-OF-WORK PRIOR TO FINAL ACCEPTANCE OF THE WORK BY THE CITI. 10. ACCESS FOR FIRE AND OTHER EMERGENCY VEHICLES SHALL BE MAINTAINED TO THE PROJECT SITE AT ALL TIMES DURING CONSTRUCTION. 11. WHERE TRENCHES ARE WITHIN CITI EASEMENTS, A SOILS REPORT COMPRISED OF: (A) SUMMARY SHEET, (B) LABORATORY WORK SHEETS AND (C) COMPACTION CURVES, SHALL BE SUBMITTED BY A PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. THE SOILS REPORT WILL BE SUBMITTED TO THE CITI ENGINEERING INSPECTOR WITHIN TWO WORKING DAYS OF THE COMPLETION OF FIELD TESTS. 12. A SOILS COMPACTION REPORT AND COMPLIANCE VERIFICATION REGARDING ADHERENCE TO RECOMMENDATIONS OUTLINED IN THE SOILS REPORT IS REQUIRED PRIOR TO THE ISSUANCE OF A BUILDING PERMIT. ALL CONTROLLED GRADING SHALL BE DONE UNDER THE DIRECTION OF A PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. ALL FILL OR FUTURE FILL AREAS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CITI OF CARLSBAD STANDARD SPECIFICATIONS AND THE "EARTHWORK SPECIFICATIONS" ATTACHED TO THE PRELIMINARY SOILS INVESTIGATION. DAILY FIELD COMPACTION REPORTS WILL BE SUBMITTED TO THE PROJECT INSPECTOR. 13. A PRE CONSTRUCTION MEETING SHALL BE HELD AT THE SITE PRIOR TO THE BEGINNING OF WORK AND SHALL BE ATTENDED BY ALL REPRESENTATIVES RESPONSIBLE FOR CONSTRUCTION. INSPECTION. SUPERVISION, TESTING AND ALL OTHER ASPECTS OF THE WORK. THE CONTRACTOR SHALL REQUEST A PRE-CONSTRUCTION MEETING BY CALLING THE INSPECTION LINE AT (760) 438-3891 AT LEAST FIVE (5) WORKING DAYS PRIOR TO STARTING CONSTRUCTION. THE CONTRACTOR WILL THEN BE CONTACTED BY THE PROJECT INSPECTOR TO COORDINATE A DATE AND TIME FOR THE PRE-CONSTRUCTION MEETING. APPROVED DRAWINGS MUST BE AVAILABLE PRIOR TO SCHEDULING. THE GRADING PERMIT WILL BE PROVIDED BY THE PROJECT INSPECTOR AT THE MEETING. 14. ALL INSPECTION REQUESTS OTHER THAN FOR PRE-CONSTRUCTION MEETING WILL BE MADE BY CALLING THE ENGINEERING 24 HOUR INSPECTION REQUEST LINE AT (760) 438 3891. INSPECTION REQUEST MUST BE RECEIVED PRIOR TO 2:00 P.M. ON THE DAY BEFORE THE INSPECTION IS NEEDED INSPECTIONS WILL BE MADE THE NEXT WORK DAY UNLESS YOU REQUEST OTHERWISE. • REQUESTS MADE AFTER 2:00 P.M. WILL BE SCHEDULED -FOR TWO FULLWORK DAYS LATER. 15. THE OWNER AND/OR APPLICANT THROUGH THE DEVELOPER AND/OR CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES. INCLUDING SHORING, AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS. 16. THE CONTRACTOR SHALL CONFORM TO LABOR CODE SECTION 6705 BY SUBMITTING A DETAIL PLAN TO THE CITY ENGINEER AND/OR CONCERNED AGENCY SHOWING THE DESIGN OF SHORING, BRACING SLOPING OR OTHER PROVISIONS TO BE MADE OF WORKER PROTECTION FROM THE HAZARD OF CAVING GROUND DURING THE EXCAVATION OF SUCH TRENCH OR TRENCHES OR DURING THE PIPE INSTALLATION THEREIN. THIS PLAN MUST BE PREPARED FOR ALL TRENCHES FIVE FEET (5') OR MORE IN DEPTH AND APPROVED BY THE CITI ENGINEER AND/OR CONCERNED AGENCY PRIOR TO EXCAVATION. IF THE PLAN VARIES FROM THE SHORING SYSTEM STANDARDS ESTABLISHED BY THE CONSTRUCTION SAFETY ORDERS TITLE 8 CALIFORNIA ADMINISTRATIVE CODE. THE PLAN SHALL BE PREPARED BY A REGISTERED ENGINEER AT THE CONTRACTORS EXPENSE. A COPY OF THE OSHA EXCAVATION PERMIT MUST BE SUBMITTED TO THE INSPECTOR PRIOR TO EXCAVATION. 17. NO BLASTING SHALL BE PERFORMED UNTIL A VALID BLASTING PERMIT HAS BEEN OBTAINED FROM THE CITY OF CARLSBAD. SUBMIT APPLICATION FOR BLASTING PERMIT WELL IN ADVANCE OF THE SCHEDULING OF BLASTING OPERATIONS. 18. IF ANY ARCHAFOI OGICAI RESOURCES ARE DISCOVERED WITHIN ANY WORK AREA DURING CONSTRUCTION, OPERATIONS WILL CEASE IMMEDIATELY, AND THE PERMITTEE WILL NOTIFY THE CITI ENGINEER. OPERATIONS WILL NOT RESTART UNTIL THE PERMITTEE HAS RECEIVED WRITTEN AUTHORITI FROM THE CITY ENGINEER TO DO SO. 19. ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO, INCLUDING WARMING UP, REPAIR, ARRIVAL. DEPARTURE OR OPERATION OF TRUCKS, EARTHMOVING EQUIPMENT, CONSTRUCTION EQUIPMENT AND ANY OTHER ASSOCIATED GRADING EQUIPMENT SHALL BE LIMITED TO THE PERIOD BETWEEN 7:00 A.M. AND 6:00 P.M. EACH DAY, MONDAY THRU FRIDAY AND NO EARTHMOVING OR GRADING OPERATIONS SHALL BE CONDUCTED ON WEEKENDS OR HOLIDAYS. (A LIST OF CITY HOLIDAYS IS AVAILABLE AT THE ENGINEERING DEPARTMENT COUNTER.) 20. ALL OFF SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TO THE CITI ENGINEER FOR APPROVAL TWO FULL WORKING DAYS PRIOR TO BEGINNING OF WORK. 21. IMPORT MATERIAL SHALL BE OBTAINED FROM. AND WASTE MATERIAL SHALL BE DEPOSITED AT, A SITE APPROVED BY THE CITI ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTES OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION. 22. BRUSH SHALL BE REMOVED ONLY WITHIN THE AREA TO BE GRADED. NO TREES ARE TO BE REMOVED UNLESS SPECIFICALLY NOTED ON THE PLAN. 23. ALL AREAS SHALL BE GRADED TO DRAIN. GRADING RESULTING IN THE PONDING OF WATER IS NOT PERMITTED. ALL EARTHEN SWALES AND DITCHES SHALL HAVE A MINIMUM ONE PERCENT SLOPE. 24. THESE PLANS ARE SUBJECT TO A SIGNED AND APPROVED SWPPP AND/OR SET OF EROSION CONTROL PLANS. EROSION CONTROL SHALL BE AS SHOWN AND AS APPROVED BY THE CITI ENGINEER OR AS DIRECTED BY THE PROJECT INSPECTOR. 25. ALL SLOPES SHALL BE TRIMMED TO A FINISH GRADE TO PRODUCE A UNIFORM SURFACE AND CROSS SECTION. THE SITE SHALL BE LEFT IN A NEAT AND ORDERLY CONDITION. ALL STONES, ROOTS OR OTHER DEBRIS SHALL BE REMOVED AND DISPOSED OF AT A SITE APPROVED OF BY THE CITI ENGINEER. 26. ALL SLOPES SHALL BE IRRIGATED, STABILIZED, PLANTED AND/OR HYDROSEEDED WITHIN TEN (10) DAYS OF THE TIME WHEN EACH SLOPE IS BROUGHT TO GRADE AS SHOWN ON THE APPROVED GRADING PLANS. P:\Projects\HBM (0148)\0002 (OMWO Bldg 0 Design)\CADD\G502-9A 01.dwg 11/7:3/2018 10:57 AM 27. LANDSCAPING SHALL BE ACCOMPLISHED ON ALL SLOPES AND PADS AS REQUIRED BY THE CITI OF CARLSBAD LANDSCAPE MANUAL, THE LANDSCAPING PLANS FOR THIS PROJECT. DRAWING NO. 502-9L AND/OR AS DIRECTED BY THE CITI ENGINEER OR PLANNING DIRECTOR. 28. THE OWNER/APPLICANT SHALL ENSURE THAT ALL CONTRACTORS SHALL COORDINATE THE WORK OF THESE GRADING PLANS WITH THAT SHOWN ON BOTH THE LANDSCAPE AND IRRIGATION PLANS AND THE IMPROVEMENT PLANS AS REQUIRED FOR THIS WORK IN ACCORDANCE WITH THE LANDSCAPE MANUAL TIME REQUIREMENTS. 29. WHERE AN EXISTING PIPE LINE IS TO BE ABANDONED AS A RESULT OF THE GRADING OPERATION. IT SHALL BE REMOVED WITHIN TWENTI FEET (20) OF BUILDING OR STREET AREAS ANO REPLACED WITH PROPERLY COMPACTED SOILS. IN OTHER AREAS THE PIPE WILL BE PLUGGED WITH CONCRETE OR REMOVED AS APPROVED BY THE CITI ENGINEER. 30. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING FACILITIES (ABOVE GROUND AND UNDER GROUND) WITHIN THE PROJECT SITE SUFFICIENTLY AHEAD OF GRADING TO PERMIT THE REVISION OF THE GRADING PLANS IF IT IS FOUND THAT THE ACTUAL LOCATIONS ARE IN CONFLICT WITH THE PROPOSED WORK. 31. THE CONTRACTOR SHALL NOTIFY AFFECTED UTILITI COMPANIES (SEE BELOW) AT LEAST TWO (2) FULL WORKING DAYS PRIOR TO STARTING GRADING NEAR THEIR FACILITIES AND SHALL COORDINATE THE WORK WITH A COMPANY REPRESENTATIVE: UNDERGROUND SERVICE ALERT SDG&E AT&T SPECTRUM COX COMMUNICATIONS CITI OF CARLSBAD (STREETS & STORM DRAIN) CITI OF CARLSBAD (SEWER,WATER & RECLAIMED WATER) LEUCADIA WASTEWATER DISTRICT OLIVENHAIN WATER DISTRICT 811 (800) 411-7343 (800) 892-0123 (800) 227-2600 (619) 262-1122 (760) 434-2980 (760) 438-2722 (760) 753-0155 (760) 753-6466 32. PERMIT COMPLIANCE REQUIREMENTS: A. FOR CONTROLLED GRAPING -THE APPLICANT HIRES A CIVIL ENGINEER, SOILS ENGINEER, AND/OR GEOLOGIST TO GIVE TECHNICAL ADVICE, OBSERVE AND CONTROL THE WORK IN PROGRESS 15.16.120 A.8 CARLSBAD MUNICIPAL CODE. B. PRIOR TO FINAL APPROVAL OF A GRADING PERMIT -THE FOLLOWING REPORTS MUST BE SUBMITTED TO THE CITI ENGINEER VIA THE PROJECT INSPECTOR 15.16.120 A.10 CARLSBAD MUNICIPAL CODE: (1) FINAL REPORT BY SUPERVISING GRADING ENGINEER STATING ALL GRADING IS COMPLETE. ALL EROSION CONTROL, SLOPE PLANTING AND IRRIGATION ARE INSTALLED IN CONFORMANCE WITH CITY CODE AND THE APPROVED PLANS (OBTAIN SAMPLE OF COMPLIANCE LETTER FROM CITY ENGINEERING DEPARTMENT). (2) AS-BUILT GRADING PLAN. (3) REPORT FROM THE SOILS ENGINEER. WHICH INCLUDES RECOMMENDED SOIL BEARING CAPACITIES, A STATEMENT AS TO THE EXPANSIVE QUALITI OF THE SOIL, AND SUMMARIES OF FIELD AND LABORATORY TESTS. THE REPORT SHALL ALSO INCLUDE A STATEMENT BY THE SOILS ENGINEER THAT THE GRADING WAS DONE IN ACCORDANCE WITH THE REQUIREMENTS AND RECOMMENDATIONS OUTLINED IN THE PRELIMINARY SOILS REPORT AND ANY SUPPLEMENTS THERETO. (4) REPORT WITH AS-BUILT GEOLOGIC PLAN, IF REQUIRED BY THE CITI. (5) PERMANENT STRUCTURAL BMP INSTALLATION CERTIFICATE. (6) PERMITTED WALL FINAL INSPECTION REPORT. 33. UNLESS A GRADING PERMIT FOR THIS PROJECT IS ISSUED WITHIN ONE (1) YEAR AFTER THE CITI ENGINEER'S APPROVAL, THESE PLANS MAY BE REQUIRED TO BE RESUBMITTED FOR PLANCHECK. PLANCHECK FEES WILL BE REQUIRED FOR ANY SUCH RECHECK. 34. IN ACCORDANCE WITH THE CITY STORM WATER STANDARDS, ALL STORM DRAIN INLETS CONSTRUCTED BY THIS PLAN SHALL INCLUDE "STENCILS" BE ADDED TO PROHIBIT WASTEWATER DISCHARGE DOWNSTREAM. STENCILS SHALL BE ADDED TO THE SATISFACTION OF THE CITI ENGINEER. "DECLARATION OF RESPONSIBI;f; CHARGE" I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT PS DEFlNED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFlCATIONS BY THE CITY OF CARLSBAD DOES NOT RELIEVE ME, PS ENGINEER OF WORK, OF MY RESPONSIBILITES FOR PROJECT DESIGN. FlRM: ADDRESS: CITY. STATE: TELEPHONE: SIGNED: '·•- INFRASTRUCTURE ENGINEERING CORPORATION (IEC) 14271 DANIELSON STREET POWAY, CA. 92064 (858) 413-2400 DATE: R.C.E. NO.: 55974 REGISTRATION EXPIRATION DATE: 12-31-18 ~\\.()r ESS I o,v. ,3> \\l PAo/ "1, «: §~ '< 'f, G') ~ -r --1'i "' n, \et No. C55974 "" * Exp. 12-31-18 * lP/' ~ ~7' Cfv\\. ~ £ OF C/>.\. I'" SOILS ENGINEER'S CERTIFICATE I, THOMAS B. CANADY, A REGISTERED (CIVIL/ GEOTECHNICAL) ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS, HEREBY CERTIFY THAT A SAMPLING AND STUDY OF THE SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME OR UNDER MY DIRECTON BETWEEN THE DATES OF FEBRUARY 8, 2016 AND MARCH 3, 2016 AND APRIL 19, 2018 AND MAY 1, 2018. TWO COPIES OF THE SOILS REPORT COMPILED FROM THIS STUDY, WITH MY RECOMMENDATIONS. HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. . ~ofESS/o~ SIGNED: ~ B. C,~~ I.:; ~' G.E./P.E. NO. 50057 .; .._ . ~ DATE: .., I--~ -< m LICENSE EXPIRATION DATE: 6-30-19 "" E,p.6-30-19 = {IC. A * ~ CIV" A',~ OWNER'S CERTIFICATE ~ OF c~\•<.}" I ( WE ) HEREBY CERTIFY THAT A REGISTERED SOILS ENGINEER OR GEOLOGIST HAS BEEN OR WILL BE RETAINED TO SUPERVISE OVER-ALL GRADING ACTIVITI AND ADVISE ON THE COMPACTION AND STABILITY OF THIS SITE. IF THIS PROJECT /DEVELOPMENT IS SUBJECT TO A STATE-REGULATED SWPPP, I (WE) ALSO AGREE A QUALIFIED SWPPP PRACTITIONER (QSP) HAS BEEN OR WILL BE RETAINED TO SUPERVISE IMPLEMENTATION OF THE SWPPP IN ACCORDANCE WITH THE CALIFORNIA CONSTRUCTION ORDER AND MUNICIPAL PERMIT, LATEST VERSION. GEORGE R. BRIEST DATE SOURCE OF TOPOGRAPHY TOPOGRAPHY SHOWN ON THESE PLANS WAS GENERATED BY PHOTO GEOMETRIC METHODS FROM INFORMATION GATHERED ON AUGUST 31, 2015, BY AERIAL MAPPING SERVICES, LYONS, CO. TOPOGRAPHY SHOWN HEREON CONFORMS TO NATIONAL MAP ACCURACY STANDARDS. PROJECT LOCATION THIS PROJECT IS LOCATED WITHIN ASSESSORS PARCEL NUMBER 255-040-59. THE CALIFORNIA COORDINATE INDEX OF THIS PROJECT IS: N. 1,969.300 E. 6.255,800 BENCH MARK DESCRIPTION: A 2.5" DISK STAMPED "CLSB-004 L.S. 6215" IN THE NORTHEAST CORNER OF A 3' X 3' CONCRETE STORM DRAIN INLET IN THE SOUTHEAST QUADRANT OF EL CAMINO REAL AND OLIVENHAIN ROAD, 33' SOUTH OF THE SOUTHERLY CURB OF OLIVENHAIN ROAD AND 310' EAST OF EL CAMINO REAL (ROS 18416, STATION 1007). NORTHING = 1969591.693 FEET EASTING = 6251923.819 FEET ELEVATION = 82.53 FEET (NGVD29) EROSION CONTROL NOTES 1. IN CASE EMERGENCY WORK IS REQUIRED, CONTACT CHAD WILLIAMS AT 760-753-6466. 2. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON. ALL NECESSARY MATERIALS SHALL BE STOCKPILED ON SITE AT CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF TEMPORARY DEVICES WHEN RAIN IS EMINENT. 3. FOR PROJECTS COVERED BY STATE SWPPP /WDID, IN ACCORDANCE WITH THE CONSTRUCTION ORDER ISSUED BY THE CALIFORNIA REGIONAL WATER QUALITI CONTROL BOARD, THE QUALIFIED SWPPP PRACTITIONER (QSP) SHALL UPDATE AND MAINTAIN THE WATER POLLUTION CONTROL (WPC) PLAN TO ADDRESS UPDATED SITE CONDITIONS OF THE PROJECT. THE UPDATED WPC PLAN AND UPDATED SWPPP SHALL BE KEPT AT THE PROJECT SITE AND MADE AVAILABLE TO THE CITI INSPECTOR. ADDITIONAL CONSTRUCTION BMP'S BEYOND THE ORIGINAL APPROVED SWPPP SHALL BE PROVIDED TO ADDRESS SITE CONDITIONS NOT ANTICIPATED. THE QSP SHALL REPORT BMP DEFICIENCIES TO THE CITI INSPECTOR. THE QSP SHALL OBTAIN APPROVAL FROM THE QUALIFIED SWPPP DEVELOPER AND THE CITI INSPECTOR REGARDING ANY SIGNIFICANT CHANGES TO BMP DEPLOYMENT. 4. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITI ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. 5. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITI ENGINEER DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 6. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION. 7. ALL EROSION CONTROL MEASURES PROVIDED PER THE APPROVED SWPPP AND/OR EROSION CONTROL PLAN SHALL BE INCORPORATED HEREON. 8. GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORKING DAY. 9. ALL REMOVABLE PROTECTIVE DEVICES SHOWN SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITI FORECAST EXCEEDS FORTI PERCENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 1 O. ALL GRAVEL BAGS SHALL BE BURLAP TIPE WITH 3/ 4 INCH MINIMUM AGGREGRATE. 11. SHOULD GERMINATION OF HYDROSEEDED SLOPES FAIL TO PROVIDE EFFECTIVE COVERAGE OF GRADED SLOPES (90% COVERAGE) PRIOR TO NOVEMBER 15, THE SLOPES SHALL BE STABILIZED BY PUNCH STRAW INSTALLED IN ACCORDANCE WITH SECTION 35.023 OF THE EROSION AND SEDIMENT CONTROL HANDBOOK OF THE DEPARTMENT OF CONSERVATION, STATE OF CALIFORNIA. TEMPORARY EROSION CONTROL PLANTING AND IRRIGATION ALL PERMANENT AND TEMPORARY EROSION CONTROL PLANTING AND IRRIGATION SHALL BE INSTALLED AND MAINTAINED AS REQUIRED IN SECTION 212 OF THE STANDARD SPECIFICATIONS AND THE FOLLOWING: A. HYDROSEEDING SHALL BE APPLIED TO: 1. ALL SLOPES THAT ARE GRADED 6:1 (HORIZONTAL TO VERTICAL) OR STEEPER WHEN THEY ARE: A. THREE FEET (3) OR MORE IN HEIGHT AND ADJACENT TO A PUBLIC WALL OR STREET. B. ALL SLOPES 4 FEET OR MORE IN HEIGHT. 2. AREAS GRADED FLATTER THAN 6:1 WHEN ANY OF THE FOLLOWING CONDITIONS EXIST: A. NOT SCHEDULED FOR IMPROVEMENTS (CONSTRUCTION OR GENERAL LANDSCAPING) WITHIN 60 DAYS OF ROUGH GRADING. B. IDENTIFIED BY THE PARKS AND RECREATION DIRECTOR AS HIGHLY VISIBLE TO THE PUBLIC. C. HAVE ANY SPECIAL CONDITION IDENTIFIED BY THE CITI ENGINEER THAT WARRANTS IMMEDIATE TREATMENT. B. HYDROSEEDED AREAS SHALL BE IRRIGATED IN ACCORDANCE WITH THE FOLLOWING CRITERIA: 1. ALL SLOPES THAT ARE GRADED 6:1 OR STEEPER AND THAT ARE: A. THREE (3) TO EIGHT (8) FEET IN HEIGHT SHALL BE IRRIGATED BY HAND WATERING FROM QUICK COUPLERS/HOSE BIBS OR A CONVENTIONAL SYSTEM OF LOW PRECIPITATION SPRINKLER HEADS PROVIDING 100% COVERAGE. B. GREATER THAN EIGTH (8) FEET IN HEIGHT SHALL BE WATERED BY A CONVENTIONAL SYSTEM OF LOW PRECIPITATION SPRINKLER HEADS PROVIDING 1 CJ0% COVERAGE. 2. AREAS SLOPED LESS THAN 6: 1 SHALL BE IRRIGATED AS APPROVED BY THE CITI ENGINEER. PRIOR TO HYDROSEEDING. THE DEVELOPER SHALL SUBMIT A PROPOSED SCHEME TO PROVIDE IRRIGATION TO THE CITY ENGINEER. THE PROPOSAL SHALL BE SPECIFIC REGARDING THE NUMBERS, TIPES AND COSTS OF THE ELEMENTS OF THE PROPOSED SYSTEM. 3. IRRIGATION SHALL MAINTAIN THE MOISTURE LEVEL OF THE SOIL AT THE OPTIMUM LEVEL FOR THE GROWTH OF THE HYDROSEEDED GROWTH. C. HYDROSEEDING MIX SHALL CONSIST OF ALL OF THE FOLLOWING: 1. SEED MIX SHALL CONSIST OF NO LESS THAN: a. 20 lbs. PER ACRE OF ROSE CLOVER b. 20 lbs. PER ACRE OF ZORRO FESCUE c. 3 lbs. PER ACRE OF E SCHOOL CIA CALIFORNICA d. 4 lbs. PER ACRE OF ACHILLEA MILLEFOLIA e. 3 lbs. PER ACRE OF ALYSSUM (CARPET OF SNOW) f. 1 /2 lb. PER ACRE OF DIMORPHOLECA g. ITEMS c,d,e, AND f OF THIS SUBSECTION MAY BE OMITTED ON LOCATIONS WHERE THE AREA BEING HYDROSEEDED IS NOT VISIBLE FROM EITHER A PUBLIC STREET OR RESIDENTIAL STRUCTURES. h. ITEM a OF THIS SUBSECTION MUST BE INOCULATED WITH A NITROGEN FIXING BACTERIA AND APPLIED DRY EITHER BY DRILLING OR BROADCASTING BEFORE HYDROSEEDING. i. ALL SEED MATERIALS SHALL BE TRANSPORTED TO THE JOBSITE IN UNOPENED CONTAINERS WITH THE CALIFORNIA DEPARTMENT OF FOOD AND AGRICULTURE CERTIFICATION TAG ATTACHED TO, OR PRINTED ON SAID CONTAINERS. j. NON-PHYTO-TOXIC WETTING AGENTS MAY BE ADDED TO THE HYDROSEED SLURRY AT THE DISCRETION OF THE CONTRACTOR. 2. TIPE 1 MULCH APPLIED AT THE RATE OF NO LESS THAN 2000 lbs PER ACRE. TIPE 6 MULCH (STRAW) MAY BE SUBSTITUTED. ALL OR PART, FOR HYDRAULICALLY APPLIED FIBER MATERIAL. WHEN STRAW IS USED IT MUST BE ANCHORED TO THE SLOPE BY MECHANICALLY PUNCHING NO LESS THAN 50% OF THE STRAW INTO THE SOIL. 3. FERTILIZER CONSISTING OF AMMONIUM PHOSPHATE SULFATE. 16-20-0, WITH 15% SULPHUR APPLIED AT THE RATE OF 500 lbs. PER ACRE. D. AREAS TO BE HYDROSEEDED SHALL BE PREPARED PRIOR TO HYDROSEEDING BY: 1. ROUGHENING THE SURFACE TO BE PLANTED BY ANY OR A COMBINATION OF: a. TRACK WALKING SLOPES STEEPER THAN 6:1 b. HARROWING AREAS 6:1 OR FLATTER THAT ARE SUFFICIENTLY FRIABLE. c. RIPPING AREAS THAT WILL NOT BREAK UP USING ITEMS a OR b ABOVE. 2. CONDITIONING THE SOILS SO THAT IT IS SUITABLE FOR PLANTING BY: a. ADJUSTING THE SURFACE SOIL MOISTURE TO PROVIDE A DAMP BUT NOT SATURATED SEED BED. b. THE ADDITION OF SOIL AMENDMENTS. PH ADJUSTMENT, LEACHING COVERING SALINE SOILS TO PROVIDED VIABLE CONDITIONS FOR GROWTH. E. HYDROSEEDED AREAS SHALL BE MAINTAINED TO PROVIDE A VIGOROUS GROWTH UNTIL THE THE PROJECT IS PERMANENTLY LANDSCAPED OR. FOR AREAS WHERE HYDROSEEDING IS THE THE PERMANENT LANDSCAPING, UNTIL THE PROJECT IS COMPLETED AND ALL BONDS RELEASED. F. ALL SLOPES SHALL HAVE IRRIGATION INSTALLED AND BE STABILIZED. PLANTED AND/OR HYDROSEEDED ~THIN TEN (10) DAYS OF THE TIME WHEN EACH SLOPE IS BROUGHT TO GRADE AS SHOWN ON THE APPROVED GRADING PLANS. AN APPROVED EROSION CONTROL PRODUCT (RECP) SHALL BE INSTALLED PER EC-7 IF THIS REQUIREMENT CANNOT BE MET. JUTE, EXCELSIOR OR STRAW BLANKET IS UNACCEPTABLE. G. SHOULD GERMINATION OF HYDROSEED FAIL TO PROVIDE EFFICIENT COVERAGE (NO LESS THAN 70%) PRIOR TO OCTOBER 1, THE SLOPES SHALL BE STABILIZED BY AN APPROVED RECP. JUTE, EXCELSIOR AND STRAW BLANKET IS UNACCEPTABLE. H. LANDSCAPING SHALL BE ACCOMPLISHED ON ALL SLOPES AND PADS AS REQUIRED BY THE CITY LANDSCAPE MANUAL, THE LANDSCAPE PLANS FOR THIS PROJECT OR AS DIRECTED BY THE CITY ENGINEER OR CITY PLANNER. CITY OF OCEANSIDE WORK TO BE DONE HIGHWAY, 7B -~ ' ~ OCEAN 7 , .I_, _ NOT TO 4,._0 ..,_i-SCALE 'CY CITY OF VISTA RQA,., _-1...- '(_ I# ~ \l'" CITY OF Ro,o,::,,...--',,4SAN MARCOS THE GRADING WORK SHALL CONSIST OF THE CONSTRUCTION OF ALL CUTS AND FILLS, REMEDIAL GRADING, DRAINAGE FACILITIES, EROSION CONTROL FACILITIES, AND PLANTING OF PERMANENT LANDSCAPING AND PREPARATION OF AS-BUILT GRADING PLANS, AS-BUILT GEOLOGIC MAPS AND REPORTS, ALL AS SHOWN OR REQUIRED ON THIS SET OF PLANS AND THE CITI STANDARDS, SPECIFICATIONS, REQUIREMENTS. RESOLUTIONS AND ORDINANCES CITED ON THESE PLANS. THE GRADING WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING DOCUMENTS. CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE CITI ENGINEER. 1. CARLSBAD MUNICIPAL CODE 2. CITY OF CARLSBAD ENGINEERING STANDARDS. 3. THIS SET OF PLANS. 4. PLANNING DEPARTMENT CONDITIONS OF APPROVAL DATED OCT 4. 2016. 5. THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK). 6. SOILS REPORT AND RECOMMENDATIONS BY SCST, INC. DATED MARCH 3, 2016 AND MAY 1 2018. 7. THE SAN DIEGO REGIONAL STANDARD DRAWINGS AND AS MAY BE MODIFIED BY THE CITI OF CARLSBAD STANDARDS. 8. CALIFORNIA COASTAL COMMISSION DEVELOPMENT PERMIT CONDITIONS DATED N /A. 9. ENVIRONMENTAL APPROVAL DOCUMENTS DATED AUG 9. 2016, INDEX OF SHEETS 10. STORM WATER POLLUTION PREVENTION PLAN PREPARED BY: IEC, DATED AUG 15 2018 WDID NO. 9 37C384436. SHEET NUMBER C-1 C-2 C-3 C-4 C-5 C-6 C-7 C-8 C-9 C-10 C-11 C-12 C-13 C-14 C-15 C-16 C-17 C-18 C-19 C-20 C-21 C-22 C-23 C-24 C-25 C-26 C-27 C-28 C-29 C-30 C-31 C-32 SHEET TITLE TITLE SHEET LEGEND & ABBREVIATIONS SPECIAL NOTES EXISTING CONDITION SITE PLAN CIVIL PHASING PLAN DEMOLITION PLAN DEMOLITION PLAN PROPOSED SITE PLAN OVER EXCAVATION PLAN OVER EXCAVATION PLAN OVER EXCAVATION PLAN OVER EXCAVATION PLAN GRADING & STORM DRAIN GRADING & STORM DRAIN GRADING & STORM DRAIN GRADING & STORM DRAIN STORM DRAIN PROFILE STORM DRAIN PROFILE WATER IMPROVEMENT PLAN AND PROFILE WATER IMPROVEMENT PLAN AND PROFILE SEWER IMPROVEMENT PLAN SEWER PROFILE CIVIL DETAILS CIVIL DETAILS CIVIL DETAILS CIVIL DETAILS CIVIL DETAILS PROPOSED SITE PLAN -SCHEDULE B DEMOLITION PLAN -SCHEDULE B COORDINATE POINTS -SCHEDULE B GRADING PLAN -SCHEDULE B SINGLE SHEET BMP SITE PLAN POST-CONSTRUCTION BMP TABLE 11. STORM WATER QUALITI MANAGEMENT PLAN PREPARED BY IEC DATED NOV 8 2018. 12. CALIFORNIA STORM WATER QUALITY ASSOCIATION BMP CONSTRUCTION HANDBOOK AND CALTRANS CONSTRUCTION SITE BMP MANUAL. LEGAL DESCRIPTION APN: 255-040-59 THAT PORTION OF THE LAND DESCRIBED IN GRANT DEEDS TO THE OLIVENHAIN MUNICIPAL WATER DISTRICT RECORDED JUNE 19, 1962 AS FILE/PAGE NO. 104122 AND APRIL 30, 1991 AS DOCUMENT NO. 1991-0197545 BEING PORTIONS OF LOTS 10 AND 13, RESPECTIVELY, OF THE SUBDIVISION OF RANCHO LAS ENCINITAS IN THE CITY OF CARLSBAD, COUNTI OF SAN DIEGO. STATE OF CALIFORNIA ACCORDING TO MAP THEREOF NO. 848 FILED IN THE OFFICE OF THE SAN DIEGO COUNTI RECORDER ON JUNE 27, 1898, THE BOUNDARY OF SAID APN 255-040-59 BEING DESCRIBED IN DOCMENT NO. 2017-0160897. CERTIFICATE OF COMPLIANCE FOR ADJUSTMENT PLAT. RECORDED APRIL 11. 2017 AND DOCUMENT NO. 2018-0021550, GRANT DEED FOR MERGER OF PARCELS RECORDED JANUARY 19. 2018, IN THE OFFICE OF THE SAN DIEGO COUNTI RECORDER. PROJECT ADDRESS 1966 OLIVENHAIN ROAD ENCINITAS, CA. 92024 (760) 753-6466 OWNER/DEVELOPER NAME: OLIVENHAIN MUNICIPAL WATER DISTRICT ADDRESS: 1966 OLIVENHAIN RD., ENCINITAS. CA. 92024 PHONE NO.: (760) 753-6466 REFERENCE DRAWINGS 231-7 336-5 399-1 433-5A 433-5L 433-5M EARTHWORK QUANTITIES CUT: 430 CY FILL: 2680 CY IMPORT: 3490 CY EXPORT: 2220 CY REMEDIAL: 2930 CY STORMWATER REQUIREMENTS THAT APPLY: EXEMPT FROM HYDROMODIFICATION? ~ STANDARD STORMWATER REQUIREMENTS PRIORITY PROJECT REQUIREMENTS ~ YES (SEE SWMP FOR DOCUMENTATION) NO TYPE DESCRIPTION PARTIAL BIO-FILTRATION/ RETENTION PR-1 PARTIAL RET. BASIN INFILTRATION PERMEABLE SD-6B, TC-10 PAVEMENT BIOFILTRATION STREET TREE SD-1 FLOW CONTROL CISTERN HU-1 OWNERSHIP MAINTENANCE SHEET NO. MAINTENANCE AGREEMENT FREQUENCY OMWD W/ CITY 13. 14. 15. 6 MONTHS 16, 32 OMWD W/ CITY 13, 14, 15, 6 MONTHS 32 OMWD W/ CITY 15. 16, 32 6 MONTHS OMWD W/ CITY 14. 32 6 MONTHS TOTAL LOT AREA = 459.053 SF TOTAL DISTURBED AREA = 103.049 SF (THIS AREA INCLUDES BUT IS NOT UMITED TO OFF-SITE WORK INCLUDING PUBLIC IMPROVEMENTS AND TEMPORARY DISTURBANCE SUCH AS VEHICLE AND EQUIPMENT STAGING AREAS, CONSTRUCTION WORKER FOOT TRAFFIC, SOIL/GRAVEL PILES, UTILITY TRENCHES, BACKFILL CUTS AND SLOPE KEYWA YS) TOTAL REPLACED IMPERVIOUS AREA = 61.115 SF TOTAL PROPOSED IMPERVIOUS AREA = 61 115 SF C-1 0 AS BUIL T0 RCE __ _ EXP-----DATE REVIEIJED BY• INSPECTOR DATE t------+---+-----------+--+----t---+-----tl SH1EETI CITY OF CARLSBAD ~2 ::=:::::::::::::::::::..:::::::::;EN:::::G:;I:::::NE::E:::R::::IN:::::G:::::::::D:::E:::::PA::::R::::::T:::::M:::E:::NT::::::=~~==::::: GRADING PLANS FOR: "OUVENHAIN MUNICIPAL WATER DISTRICT" (NEW AND REM0DELED OPERATIONS AND ADMINISTRATION FACILITIES) TITLE SHEET GR 2017-0019 APPROVED: JASON S. GELOERT CITY ENGINEER RCE 63912 EXPIRES 9/30/20 DATE DAlE INmAL ENGINEER OF WORK REVISION DESCRIPTION DA 1E INITIAL DAlE INmAL OlHER APPROVAL CITY APPROVAL OWN BY: HI CHKD BY: DP RVWD BY: RW PROJECT NO. DRAWING NO. SOP 16-07 502-9A -·~·---------------------------------------------- DESCRIPTION PROPERTY LINE EASEMENT EXISTING AC BERM EXISTING AC PAVING EXISTING CONC. PAVING EXISTING CONTOUR EXISTING CURB & GUTTER EXISTING FENCE EXISTING PROTECTION POST (BOLLARD) EXISTING ELECTRIC LINE EXISTING POWER POLE EXISTING GUY CABLE EXISTING GAS LINE EXISTING SANITARY SEWER EXISTING SANITARY CLEAN OUT EXISTING SANITARY MANHOLE EXISTING STORM DRAIN EXISTING CURB OUTLET EXISTING WATER EXISTING WATER VALVE EXISTING WATER METER EXISTING BACKFLOW PREVENTER EXISTING CATHODIC TEST STATION EXISTING FIRE HYDRANT EXISTING RECYCLED WATER EXISTING RECYCLED WATER METER EXISTING RETAINING WALL EXISTING TELE. COMMUNICATIONS LINE EXISTING TRAFFIC LOOP DETECTOR EXISTING STREET LIGHT EXISTING LIGHT STANDARD LEGEND STANDARD P:\Pro;ecic;\HBAA (0148)\0002 (OMWD Bldg D Des,gn)\CADD\G502-9A 02.dwg 11/13/2018 11:00 AM SYMBOL -x--x--x- --------E----- --------G-------- -ss --ss - 0 ® ---SD-- [I-, _ _J ---------w-------- © [XX] -RW----RW- • • ------------T------ DESCRIPTION PROPOSED UTILITY ABANDONMENT OR REMOVAL PROPOSED DAYLIGHT LINE PROPOSED ELEV. CONTOUR DIRECTION OF FLOW ARROW PROPOSED CURB & GUTTER (PVT) PROPOSED CURB (PVT) PROPOSED CURB RAMP TYPE C (PVT) PROPOSED CURB RAMP TYPE D (PVT) PROPOSED CONC. DRIVEWAY (PVT) PROPOSED WATER LINE (PVT) PROPOSED SANITARY SEWER LINE (PVT) PROPOSED SEWER CLEAN OUT (PVT) PROPOSED STORM DRAIN (PVT) PROPOSED PERFORATED SUBDRAIN (PVT) PROPOSED SD CATCH BASIN (PVT) PROPOSED ATRIUM GRATE (PVT) PROPOSED DEAD END CLEANOUT (PVT) PROPOSED BIOFILTRATION BASIN CLEANOUT (PVT) PROPOSED CURB OUTLET (PVT) PROPOSED RESILIENT SEAT GATE VALVE (PVT) PROPOSED BLOW-OFF (PVT) PROPOSED DOUBLE CHECK DETECTOR CHECK ASSEMBLY (PVT) PROPOSED THRUST BLOCK PROPOSED RETAINING WALL (PVT) PROPOSED TURF BLOCK (PVT) PROPOSED AC PAVING (PVT) PROPOSED PCC PAVING (PVT) PROPOSED PERVIOUS CONC. PAVING (PVT) PROPOSED PERVIOUS INTERLOCKING CONC. PAVERS (PVT) PROPOSED LIGHT STANDARD (PVT) PROPOSED PERMANENT WATER QUALITY TREATMENT FACILITY SIGN (PVT) PROPOSED ROCK LINED SWALE (PVT) PROPOSED RIP RAP ENERGY DISSIPATER (PVT) PROPOSED TREE WELL BMP (PVT) PROPOSED ROOF DRAIN (PVT) PROPOSED CISTERN (PVT) PROPOSED MAIL BOX (PVT) * OR APPROVED EQUAL STANDARD SDRSD G-2 SDRSD G-1 SDRSD G-29 SDRSD G-31 SDRSD G-14B AWWA C-900 ASTM D3034 OMWD F-18 ASTM D3034 ASTM D3034 AASHTO 252M BROOKS PRODUCTS* SDRSD D-08 NOS* OMWD F-17, F-18 SHEET 23 SDRSD D-25 OMWD D-2.2 OMWD A-1.1 OMWD C-3.3 OMWD D-;-3.5 SDRSD C-04 SDRSD C-11 SHEET 23 SDRSD G-07 SHEET 27 SHEET 24 SHEET 23 SHEET 16 SHEET 25 SHEET 14, 15 SDRSD D-40 SHEET 25 PER ARCH SHEET 26 SHEET 27 SYMBOL -/1-II --16S -If-II --1/-II --16S -If-II~ ------11-----11-----11-- -------I~'------- -------w------- -. -ss-. --. -ss-- 0 ---SD-- □ 0 • • [I-7 _ _J - D - I I ~ : .. •• .. :• I I * □ c=::> ~ I I ~I I I F II ■ 0 rn QUANTITY 705 LF 1,700 LF 5 EA STANDARD: 1 EA MODIFIED: 1 EA 2 EA 6" PVC: 360 LF 12" PVC: 20 LF 4" PVC: 580 LF 6 EA 3" PVC: 95 LF 4" PVC: 125 LF 6" PVC: 805 LF 8" PVC: 405 LF 1 O" PVC: 160 LF 12" CSP: 55 LF 3" PVC: 480 LF 4" PVC: 140 LF 6" PVC: 380 LF 12"x12": 13 EA 18"x18": 3 EA TYPE G-1: 6 EA 4": 6 EA 9 EA 12 EA 2 EA 6": 1 EA 2": 1 EA 6": 1 EA 7 EA 290 SF 385 SF 980 SF 36,290 SF (930 TONS) 4": 8,960 SF 6" +: 1,920 SF 2,350 SF 2,550 SF 1 EA 6 EA 490 SF TYPE 1: 1 EA MODIFIED: 2 EA 80 LF 14 EA 1 EA 1 EA 14271 Danielson Street Poway, California 92064 T 858.413.2400 F 858.413.2440 www.iecorporotion.com ABBREVIATIONS AB AC ARCH BC BF BFP BLDG BOT BS BVC CF CL co CONT COR CP CSP DI DIA D/W EC E, ELEC ELEV ESMT EXIST, EX EVC EW F FA FDC FF FG FL FO FS FT G GB IE IRR LAT LF LT MECH AGGREGATE BASE MH MANHOLE ASPHALTIC CONCRETE oc ON CENTER ARCHITECTURAL OR OFFICIAL RECORD BEGIN CURVE PCC PORTILAND CEMENT CONCRETE BOTTOM OF FOOTING PED PEDESTRIAN BACKFLOW PREVENTER PIV POST INDICATOR VALVE BUILDING POC POINT OF CONNECTION BOTTOM PROP PROPOSED BOTTOM OF STEP PT POINT BEGIN VERTICAL CURVE PRC POINT OF REVERSE CURVATURE CURB FACE PVC POLYVINYL CHLORIDE CENTER LINE PVI POINT OF VERTICAL INTERSECTION CLEAN OUT PVT PRIVATE CONTINUOUS R RADIUS CORNER RET RETAINING CONTROL POINT RT RIGHT CORRUGATED STEEL PIPE RW RECYCLED WATER DUCTILE IRON S, SWR SEWER (SANITARY) DIAMETER SD STORM DRAIN, SAN DIEGO DRIVEWAY STANDARD DIMENSION END CURVE SDR RATIO ELECTRIC SDRSD SAN DIEGO REGIONAL ELEVATION STANDARD DRAWING SDUSD SAN DIEGO UNIFIED EASEMENT SCHOOL DISTRICT EXISTING SDWK, SW SIDE WALK END VERTICAL CURVE SEC SECURITY EACH WAY SQ SQUARE FIRE SSD STOPPING SIGHT DISTANCE FIRE ALARM T TELEPHONE FIRE DEPARTMENT TBR TO BE REMOVED CONNECTION TC TOP OF CURB FINISH FLOOR TF TOP OF FOOTING FINISH GRADE TG TOP OF GRATE FLOW LINE TS TOP OF SLOPE, TOP OF FIBER OPTIC STEP FINISH SURFACE TW TOP OF WALL FEET TYP TYPICAL GAS VLT VAULT GRADE BREAK W, WTR WATER INVERT ELEVATION IRRIGATION LATERAL LINEAL FEET LEFT MECHANICAL 11 AS BUIL T 11 RCE __ _ EXP, ___ _ DATE REVIE',/ED BY, . C-2 INSPECTOR DATE 1-------l------l-------------1---l-----1---1-------II SH2EET I CITY OF CARLSBAD ~2 ::=::::::::=:::'--'==::E:::N:::G:=IN:=E::::E=:R::::IN:::::G:::::::::D::::E:::::P:::::AR:::::T:::::M::::E:::N:::::T==::....'::~===: 1----+----+-----------------+---+----+----+---I GRADING PLANS FOR: "OLIVENHAIN MUNICIPAL WATER DISTRICT" (NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACILITIES) LEGEND & ABBREVIATIONS 1----+----+-----------------+---+----+----+---I ~G=R=2=0=17=-=00=1=9=================:! APPROVED: JASON S. GELDERT 1------ll-----l--------------------11------+----l-----1----1 =C~ITYTtTE~NG~IN=E=E=R :i:=R~C=E=6=3=9~12~~EX~P~IR~ES~9=/=:30=1 /l:2rro~~D~A~TE~~ l----+----+-----------------+---+----+----+---1 I OWN BY: PROJECT NO. DRAWING NO. DA TE INITIAL DA TE INITIAL DA TE INITIAL DP REVISION DESCR PTO l-----'----+--'---"''----'---'-------1 CRHVWKDD BBYY:: RW SOP 16-07 502-9A ENGINEER OF WORK I I N 01HER APPROVAL CITY APPROVAL \ \, \ APN 255-040-59 I ) \ \ ' I '\ ) \ \ \ ' I I P:\Projects\HBM (0148)\0002 {OMWD Bldg D Design)\CADD\G502-9A 08.dwg 11/13/2016 71 :10 AM ------ EXISTING BUILDING "B" FF=122.2 / /.) I '-/ '-✓ '-,., I I \ \ V:' e- EXISTING BUILDING "A" FF=122.12 LIMIT OF WORK I ----------~-------- '-// / < '-'- / / / '-'-.'/ / / / i -I. ----r PROPOSED BUILDING 1101, FF=122.12 / I I I I I I I \ /~· 'I\ I , • . . \'. \ I . I ' 1,' \ I I \ 1\\ I j \\ \ \1 / I~ I -~ __) \ \ ~\ \ \ \ ·c\ / \\ )>· _: \; I NEW COVERED -~ ~ TRASH '-1,, \ 'ENCLOSURE :;>.. ~ \\~ ~o ~ \ ~ \ \ \ \\ /\ ' I I \ I \ ' . \ I ✓ \ \ ' \\ " \ I \ \ \ \ \ \ \ \ 0 30' 60' u • \ ~-\ \\ -~ \ ' /\ I \ \ \ \\ \ \\ \ , # '--:.~" I ! \ ' J 14271 Danielson Street Poway, California 92064 T 858.413.2400 F 858.413.2440 www.iecorporation.com \ ! \ ' ' ~~------------- i \; \ I ,J \ 1 OD-YEAR POST-DEVELOPMENT FLOODPLAIN PER CLOMR DATED SEPTEMBER 17, 2018, CASE NO. 18-09-1202R \ l \ ' \J \ PROJECT AREAS PARCEL GROSS AREA DISTURBED AREA** APN 255-040-59 * 459,053 S.F./10.54 ACRES 103,050 S.F./2.37 ACRES * COMBINED PARCEL PER ADJUSTMENT PLAT ADJ 16-06. ** EXCLUDES PORTIONS OF EXISTING BUILDINGS A AND B THAT ARE NOT AFFECTED BY THE WORK 11 AS BUIL T 11 RCE __ _ EXP, ___ _ DATE REVIE\./ED BY• C-8 INSPECTOR DATE I SH8EET I CITY OF CARLSBAD ~2 l----+--+-----------------11----+-----!---t----l ENGINEERING DEPARTMENT ~ l----+--+-----------------11----+-----!---t----l 1----+--+-----------------1>----+-----1---+----1 GRADING PLANS FOR: "OLIVENHAIN MUNICIPAL WATER DISTRICT" (NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACIUTIES) GR 2017-0019 1----+--+-----------------it----+----t---;---; APPROVED: PROPOSED SITE PLAN JASON S. GELDERT 1----+--+-----------------11----+----t---t----1 CITY ENGINEER RCE 63912 EXPIRES 9 30 20 DATE l--c-c-=,---+-c=,..,.,-t-----------------11----+----t-,---=--;--=---; ::;;D::;W;::;N:::;B;;:Y:;::: ::::::::;;;::::::::;:-;:::::::::::::::::::P::::R=o=JE:::C:::T:::N=o=. =~o==R=A:::W:::IN:::G:::N=o~. DATE INlllAL ,__D_ATE_~INl_llA_L-+-_DA_TE_~I_Nl_llA_L-, CHKD BY: DP ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL RVWD BY: RW SDP 16-07 502-9A -~----·· X - 125.42 ; ; - 0 ~/ / 0/ / " -l's EXISTING '- BUILDING 11B" FF=122.2 MATCH LINE -SEE SHEET C-14 Line and Curve Table Line Line #/Curve # Length Bearing/Delta Radius Line #/Curve C3 35.53 11.25 181.00 C61 C4 22.12 7.00 181.00 C62 C27 13.43 6.47 119.00 C63 C28 31.68 15.25 119.00 L6 C29 6.18 118.05 3.00 L9 C30 36.34 74.35 28.00 L10 C31 14.56 6.37 131.00 L29 C51 3.72 106.57 2.00 L30 C58 5.98 85.71 4.00 L31 C59 6.28 89.95 4.00 L32 C60 6.28 90.00 4.00 L34 P:\Projects\HBAA (0148)\0002 (OMWD Bldg D Design)\CADD\G502-9A 13-16.dwg 11/13/2018 11:28 AM # X 124.70 / / /"' / "'·/ . "' / "' ./ ~ (";', \J PROPOSED BUILDl~G A "D" (SCHEDULE B~ , SEE SHEET 31 ' 121.69 FG -- and Curve Table Line Length Bearing/Delta Radius Line #/Curve # 6.28 90.00 4.00 L51 37.07 47.20 45.00 L54 5.69 108.64 3.00 L55 5.40 N40"45'54"W L56 5.93 N23" 46'28"E L57 5.93 N66"13'32"W L58 6.11 N23'33'28"E L59 6.11 N66'26'32"W L60 14.72 N51"13'28"E L61 24.00 N51"09'39"W L62 26.41 N38'50'21 "E L63 and Curve Table Length Bearing/Delta Radius Line 4.53 N22'19'34"E 24.00 N67"45'08"W 28.97 N38'50'21 "E 4.48 N46"52'14"W 14.66 N38"53'31 "E 27.00 N51 "06'29"W 15.00 N38'53'31 "E 2.00 N51 '06'29"W 24.00 N38"53'31 "E 2.00 N51 "06'29'W 15.00 N38'53'31 "E ------E .................. '11-.... BIOFILTRATION - BASIN 5 TOP=119.48 BOT=118.40 AREA=550 SF .................. 'II-.... .................. '11-.... 121.35 TC -........_ 120.85 FL 120.09 TC 119.59 FG N (0 0 118.8 TC/ F 118. 77TC \ <;'--0'6A! 118.27FL \ G)\ \ '++~~i'-,1-STORM DRAIN LINE B (PROFILE ON SHEET C-17) I MATCH LINE -SEE SHEET C-15 Line and Curve Table #/Curve # Length Bearing/Delta Radius L64 27.02 N51'06'29"W L65 9.54 N22' 19'34"E L66 5.71 N46'29'34"E L71 24.00 S51'32'15"E L72 26.26 S38'50'21 "W L73 9.96 S22'18'18"W Line and Curve Table Line #/Curve # Length Bearing/Delta C67 5.92 84.77 C68 1.05 0.37 C69 6.20 88.79 L74 24.01 N67"41 '18"W L75 4.98 S22'07'11 "W L83 14.81 N49' 14'06"E L84 15.04 N56'02'31 "E 14271 Danielson Street Poway, California 92064 T 858.413.2400 F 858.413.2440 www.iecorporation.com Radius 4.00 162.00 4.00 - \ 0\\\ \ \ \. \ \ \~ \ _.> GENERAL NOTES 1. PROTECT IN PLACE ALL EXISTING IMPROVEMENTS AND UTILITIES THAT ARE NOT SPECIFICALLY NOTED FOR DEMOLITION, REMOVAL, OR RELOCATION. 2. PROVIDE PRODUCT DATA SUBMITTALS FOR RETAINING WALL AND PAVING SYSTEM MATERIALS AND FINISHES. 3. INSTALL RUBBERIZED ASPHALT SHEET MEMBRANE WATERPROOFING SYSTEM TO THE BACK SIDE OF THE NEW RETAINING WALLS. SIKABIT S-60 MEMBRANE BY SIKA CORP OR EQUAL. 4. INSTALL MARKERS OR STENCILING PER DETAIL 4, SHEET C-25 AND INLET FILTERS PER DETAIL 5, SHEET C-25 TO ALL STORM DRAIN INLETS. 5. FINAL APPROVAL IS SUBJECT TO ACTUAL FIELD ACCEPTANCE TESTING UTILIZING CARLSBAD FIRE DEPARTMENT APPARATUS. 6. GRATES FOR CATCH BASINS IN TRAFFIC AREAS SHALL BE H20 TRAFFIC RATED. \ X 117.58 \ \ \ "' \ \ \ 0 - \\ 10' 20' -- NO 501 502 ' \ 533 537 538 541 542 543 566 567 --------,-,, GRADING & STORM NOTES: 0 CONSTRUCT 4" AC PAVING ON 8" AB. 0 0 CONSTRUCT GRASS COVERED POROUS PAVEMENT PER DETAIL 2, SHEET C-23. SEE GENERAL NOTE 5. CONSTRUCT 4" PCC PAVING PER SDRSD G-07. REINFORCEMENT PER DETAIL 3, SHEET C-27. ,.;-, CONSTRUCT 6" PERVIOUS CONCRETE ON 8" VJ PERMEABLE AB PER DETAIL 1, SHEET C-24. 03" PERFORATED PVC. CONNECT TO STORM 0 4" PERFORATED PVC. CONNECT TO STORM @ CONSTRUCT 3" PVC SDR-35 STORM DRAIN. @ CONSTRUCT 4" PVC SDR 35 STORM DRAIN. @ CONSTRUCT 6" PVC SDR 35 STORM DRAIN. @ INSTALL 12"x12" CATCH BASIN. DRAIN. DRAIN. ,,;;;-, CONSTRUCT TYPED CURB RAMP PER SDRSD NO. 'el G-31. r:;;;-_ CONSTRUCT BIOFILTRATION BASIN PER DETAIL 4, DWG ~ C-23. @ CONSTRUCT O" CURB PER SDRSD G-01. @ CONSTRUCT 6" CURB PER SDRSD G-01. @ INSTALL 4" ATRIUM GRATE. @ CONSTRUCT PCC PAVING PER DETAIL 4, SHEET C-24. C,;,. CONSTRUCT COVERED TRASH ENCLOSURE PER CITY ~ OF CARLSBAD SUPPLEMENTAL STD NO. GS-16, ROOF COVER PER ARCH DWGS. r:;;;, CONSTRUCT MODIFIED TYPE D CURB RAMP PER ~ SDRSD NO. G-31. @ CONSTRUCT DISABLED PARKING STRIPING PER SDRSD NO. M-27A. Q CONSTRUCT DISABLED PARKING SIGN PER SDRSD NO. ~ M-28A, M-28B, AND M-45. 1gg1 CONSTRUCT DISABLED PARKING PAVEMENT SYMBOL ~ PER SDRSD NO. M-29. @ INSTALIL TREE GRATE PER LANDSCAPE DWGS. r,;;,_ CONSTRUCT TYPE B HEADWALL PER SDRSD NO. D-32 '3/ (MODIFIED, L=18", H=3'). r,;;.. CONSTRUCT 6" MINUS COBBLE 3'x5' RIP-RAP ~ APRON, T=12". ,;:;._ INSTALL STANDARD DEAD END (CLEANOUT) PER OMWD ~ STD. NO. F-17 & F-18. C.::-. INSTALL PERMANENT WATER QUALITY TREATMENT ~ FACILITY SIGN. Q CONSTRUCT TYPE 1 CATCH BASIN PER SDRSD NO. ~ D-29. Q INSTALL CLEANOUT AND UNDERDRAIN PER DETAIL 4, '::'Y SHEET C-23. ,-, ,,-.. STORM DRAIN INLET COORDINATE TABLE NORTHING EASTING DESCRIPTION 1969851.16 6256455.46 @ 1969813.88 6256474.12 ® 1969891.40 6256498.95 @ 1969875.31 6256425.28 @ 1969856.53 6256409.29 @ 1969937.17 6256464.16 @ 1969940.40 6256489.27 @ 1969877.64 6256517.61 @ 1969904.98 6256402.02 @ 1969891.78 6256418.39 @ I... ___ \ __ _ BMP NO. 1YPE SIZE OWNERSHIP 5 BIOFILTRATION W/ PARTIAL RETENTION (BASIN 5) 550 SF LEGEND lllllilllllilll-ACCESSIBLE PATH OF TRAVEL DA TE INlllAL DA TE INITlAL DA TE INlllAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL OMWD "AS BUIL T 11 RCE EXP. DATE REVIE'wED BY• C-13 INSPECTOR DATE uTI 3 CITY OF CARLSBAD w 2 ENGINEERING DEPARTMENT GRADING PLANS FOR: "OLIVENHAIN MUNICIPAL WATER DISTRICT" (NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACIUflES) GRADING & STORM DRAIN GR 2017-0019 APPROVED: CITY ENGINEER DWN BY: _ _,,,,_ CHKD BY: DP RVWD BY: RW JASON S. GELDERT RCE 63912 EXPIRES 9 30 20 DA TE PROJECT NO. SDP 16-07 ------·-· DRAWING NO. 502-9A Line and Curve Table Line #/Curve # Length Bearing/Delta Radius C32 4.20 120.44 2.00 C33 4.21 24.10 10.00 C34 8.80 2.10 239.81 C35 6.28 90.00 4.00 C36 5.71 81.79 4.00 C37 14.88 9.80 87.00 C38 15.36 44.01 20.00 C39 31.58 38.49 47.00 C40 5.97 85.50 4.00 C41 6.43 92.10 4.00 C42 7.79 7.08 63.00 C43 16.43 94.11 10.00 L36 26.34 N52'38'26"E L37 27.51 N37'21 '34"W L38 6.00 NT38'26"E L39 6.00 N82'21 '34"W L40 3.76 N3T21 '34"W L41 15.90 N52'38'26"E L43 64.30 N89"48'01 "W L44 15.00 N0"11 '59"E L45 26.00 N89'48'01 "W L46 15.93 N0'11 '59"E L47 15.16 N17'11 '57"E L48 14.85 N1'54'11 "W L49 66.81 N89'48'01 "W L80 4.76 N37'21 '34"W L81 6.00 S7'38'26"W L82 6.00 S82'21 '34"E STORM DRAIN INLET COORDINATE TABLE NO NORTHING EASTING DESCRIPTION 500 1969763.81 6256361.23 @ 506 1969759.93 6256243.15 @ 507 1969720.45 6256227.61 @ 508 1969671.77 6256233.62 @ 511 1969667.33 6256344.25 @ 512 1969674.13 6256382.41 @ 513 1969705.36 6256376.07 @ 519 1969785.05 6256298.14 @ 520 1969796.16 6256285.07 @ 521 1969802.85 6256277.24 6X4 TEE 523 1969789.28 6256381.47 64> 528 1969671.86 6256222.52 @ 531 1969814.62 6256286.60 @ 546 1969709.91 6256189.54 @ 561 1969808.47 6256296.61 (32) 562 1969707.33 6256318.62 @ 568 1969751.09 6256257.92 (28) GENERAL NOTES 1. PROTECT IN PLACE ALL EXISTING IMPROVEMENTS AND UTILITIES THAT ARE NOT SPECIFICALLY NOTED FOR DEMOLITION, REMOVAL, OR RELOCATION. 0 2. PROVIDE PRODUCT DATA SUBMITTALS FOR RETAINING WALL AND PAVING SYSTEM MATERIALS AND FINISHES. 3. INSTALL RUBBERIZED ASPHALT SHEET MEMBRANE WATERPROOFING SYSTEM TO THE BACK SIDE OF THE NEW RETAINING WALLS. SIKABIT S-60 MEMBRANE BY SIKA CORP OR EQUAL. 4. INSTALL MARKERS OR STENCILING PER DETAIL 4, SHEET C-25 AND INLET FILTERS PER DETAIL 5, SHEET C-25 TO ALL STORM DRAIN INLETS. 5. GRATES FOR CATCH BASINS IN TRAFFIC AREAS SHALL BE H20 TRAFFIC RATED. LEGEND 1111 111 !lllllllllllfflll ACCESSIBLE PATH OF TRAVEL BMP NO. 1YPE SIZE OWNERSHIP 1 BIOFILTRATION W/ PARTIAL RETENTION (BASIN 1) 271 SF OMWD 2 BIOFILTRATION W/ PARTIAL RETENTION (BASIN 2) 420 SF OMWD P:\Projects\HBAA (0148)\0002 (OMWD Bldg D Design)\CADD\G502-9A 13-15.dwg 11/13/201 B 11:30 AM 127.33 X 10' 20· \ \ "' -\ ' ' , /· f "I I / t /I .//,, I " I . >/ I / / , BIOFILTRATION / BASIN 1 / TOP=121.37 / . S BOT=12029 . / . ·. AREA=~71 SF . / , ~/ / ··/ i!~. / F; // .. ~ " (; .1.3 I I :,// 124.32 TC Vfi 26 123.82 FL :+, FG 123:88 4 <J 12 4 % ,-:...-, 'tv 23...65--:r,G-----;_i----+ vl 123.15 FL , - ---,,~---,-<'---------E------. -, _E _' ~-----E-""----t:. T~ r E ---T -· •~ ---\'Jc . r ---1--~ ---,~,-1--2, r . 33 I' I ...,,c; 123.76TC 23.26 FL C34 X 1~4 r;;:; 'L ,L,J I I I \ \ +--w~i------· --·-; 21 73 1 123 14 TC 122 64 F~ G~ 11.9 1 4.13 TC 1 3.63 FL ----JI-- 26 EXIST. METER/BACKFLOW PREVENTER L43 r---11------H-----I --1...-,,, ---r_ .. I LJ -i2:c:.· .. X ' . ' . W II \ ":'o 7..;, l'.s: .:s> . . - "' sf 121.65 TC 121.15 FL 0 N 21+00 -~ 1215~ 12 . ! =-=\'JF II--=---:;;. . _;_ . 4 I ~ EXISTING BUILDING ss "All ' FF=122.12 <J Ll . 4 = C\J. - . -;......_ __ , - I .. -i!- G RADE SWALE PER DETAIL 5, SHEET C-27, TYP ~ ~ MATCH LINE -SEE SHEET C-13 -- r"'-/ ~ I I ~ STORM DRAIN LINE C----,:--L'._,; ~ (PROFILE ON SHEET C-18) "-//I / I I "' ~ ~ ~ ~ ~ /\> "-/; PROPOSED BUILDING FF=122.12 119.81 TC 119.31 FL 1/ / BIOFILTRATION TC FL DI / BASIN2 '0 / TOP=119.60 BOT=118.52 -~ R•, ... -~ ;REA=420 SF t'-.. I -· ·F ------------ Ll.,..:7 L1 -~-~~ \i~~ I c? I / I 26 118.90 TC 118.40 FL I <J STORM DRAIN LINE A (PROFILE ON SHEET C-17) I ' " Vi N ----'- --~-----_-·.--... -------MATCH LINE -SEE SHEET C-16 / I LO ,... I u t-w I~ (/) w w (/) I w z -...J :::c u t-<t: :!: GRADING & STORM NOTES: 0 CONSTRUCT 4" AC PAVING ON 8" AB. © CONSTRUCT 4" AC PAVING ON 11" AB. f,\ CONSTRUCT PERMEABLE PAVING PER DETAIL 1, SHEET '-:_,I C-23. ,,;-, CONSTRUCT PERMEABLE PAVING PER DETAIL 3, SHEET 1.-V C-23. CONSTRUCT 4" PCC PAVING PER SDRSD G-07. REINFORCEMENT PER DETAIL 3, SHEET C-27. © 0 CONSTRUCT 6" PERVIOUS CONCRETE ON 8" PERMEABLE AB. PER DETAIL 1, SHEET C-24. © 3" PERFORATED PVC. CONNECT TO STORM DRAIN. 0 4" PERFORATED PVC. CONNECT TO STORM DRAIN. @ CONSTRUCT 3" PVC SDR-35 STORM DRAIN. @ CONSTRUCT 4" PVC SDR-35 STORM DRAIN. @ CONSTRUCT 6" PVC SDR 35 STORM DRAIN. @ CONSTRUCT 8" PVC SDR 35 STORM DRAIN. INSTALL 12"x12" CATCH BASIN. @ @ CONSTRUCT TYPE C CURB RAMP PER SDRSD NO. G-29. @ CONNECT TO EX. STORM DRAIN. C:-, CONSTRUCT BIOFILTRATION BASIN PER DETAIL 4, SHEET 1:-.Y C-23. @ CONSTRUCT o• CURB PER SDRSD G-01. @ CONSTRUCT 6" CURB PER SDRSD G-01. r:;;,.. CONSTRUCT 6" TYPE G CURB AND GUTTER PER SDRSD ~ G-02. @ INSTALL 4" ATRIUM GRATE. @ CONSTRUCT PED BRIDGE PER LANDSCAPE DWGS. @ CONSTRUCT TYPE 1A REINF. CONC, RETAINING WALL W/ INTEGRAL COLOR (DAVIS, SAN DIEGO BUFF 5237) PER SDRSD NO. C-12. CONCRETE COLOR SUBMITTAL REQUIRED. Q REMOVE AND REINSTALL EXIST IRON FENCE, SLIDING ~ GATE, GATE OPERATOR, AND KEY PADS. FURNISH AND INSTALL NEW TRAFFIC DETECTOR LOOPS AS REQ'D . @ CONSTRUCT DISABLED PARKING STRIPING PER SDRSD NO. M-27A. r;;;;-, CONSTRUCT DISABLED PARKING SIGN PER SDRSD NO. ~ M-28A, M-28B, AND M-45. r.;;-, CONSTRUCT DISABLED PARKING PAVEMENT SYMBOL PER ~ SDRSD NO. M-29. @ INSTALL TREE GRATE PER LANDSCAPE DWGS. Q CONSTRUCT DISINTEGRATED GRANITE PATH PER I::.,;) LANDSCAPE DWGS. @ INSTALL .3' WIDE IRON GATE TO MATCH EXIST. ~ CONSTRUCT TYPE B HEADWALL PER SDRSD NO. D-32 ~ (MODIFIED. L=18", H=3'). C-;., INSTALL STANDARD DEAD END (CLEANOUT) PER OMWD ~ STD. NO. F-17 & F-18. @ INSTALL IRON FENCE TO MATCH EXISTING. @ RELOCATE SHRUBS AND IRRIGATION AS REQUIRED. @ ADJUST CATCH BASIN TO GRADE. fs21 INSTALL PERMANENT WATER QUALITY TREATMENT FACILITY V5I SIGN. CONSTRUCT TYPE 1 CATCH BASIN PER SDRSD NO. D-29. CONSTRUCT MODIFIED SDRSD D-22 PCC SPILLWAY PER DETAIL 1, SHEET C-25. @ INSTALL CISTERN PER DETAIL 4, SHEET C-26. r;;;;,, INSTALL CLEANOUT AND UNDERDRAIN PER DETAIL 4, ~ SHEET C-23. Q CONSTRUCT THICKENED EDGE WALK PER DETAIL 2, ~ SHEET C-27. 11 AS BUIL T11 RCE __ _ EXP, ___ _ DATE REVIE'v/ED BY, C-14 INSPECTOR DATE ~ CITY OF CARLSBAD ~ 1---1----+----------------t----+--+---J----t LJ.i_J ENGINEERING DEPARTMENT ~ ~G::::R~AD~IN~G~P::::LA=N::::S~F~O::::R=: =========:::'....'.::::== "OLIVENHAIN MUNICIPAL WATER DISTRICT" 14271 Danielson Street Poway, California 92064 T 858.413.2400 F 858.413.2440 www.iecorporation.cam DA TE INITIAL ENGINEER OF WORK REVISION DESCRIPTION DA TE INITIAL DA TE INITIAL OTHER APPROVAL CITY APPROVAL (NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACILITIES) GRADING & STORM DRAIN GR 2017-0019 APPROVED: CITY ENGINEER OWN BY: --==~ CHKD BY: DP RVWD BY: RW JASON S. GELDERT RCE 63912 EXPIRES 9 30 20 DA TE PROJECT NO, SOP 16-07 DRAWING NO. 502-9A Line and Curve Table Line #/Curve # Length Bearing/Delta C6 6.15 88.02 C7 6.14 87.96 CB 37.88 16.57 C9 8.73 8.20 C10 6.49 93.02 C11 19.09 13.67 C12 27.55 105.22 C13 13.77 21.92 C14 30.32 28.96 C15 5.70 16.32 C16 37.91 32.91 C17 7.29 104.48 C18 16.40 46.99 C19 22.41 85.62 C20 26.20 14.43 C21 6.14 87.88 C22 26.04 12.13 C23 22.75 18.89 C24 6.47 92.73 C25 6.47 92.73 C26 9.24 7.68 C56 11.30 18.51 C64 5.96 2.61 L 11 15.07 N83·25•2o"E L12 15.07 N88' 49' 34"E L13 23.04 N21 '42' 43"E L14 6.00 N66. 42' 43"E L15 6.00 N23' 17' 1 7"W L16 22.03 N21'42'43"E L17 14.89 N76.29' 1 O"W L18 36.64 N78"38'35"E L19 14.49 N50'06' 49"E L20 37.71 N78.38'35"E L21 15.07 N80·25'05'W L22 6.00 N66. 42' 43"E L23 6.00 N23'17'17"W L24 36.51 N21 • 42' 43"E L25 6.00 N66.42'43"E L26 6.00 N23' 1 7' 1 7''W Radius 4.00 4.00 131.00 61.00 4.00 80.00 15.00 36.00 60.00 20.00 66.00 4.00 20.00 15.00 104.00 4.00 123.00 69.00 4.00 4.00 69.00 35.00 131.00 1111:1" 17 I (.) 1-w w :::c (/) ttl I (/) I w z - I I I STORM DRAIN LINE C (PROFILE ON SHEET C-18) 121.95 FG \ PROPOSED BUILDING "D" FF=122.12 STORM DRAIN LINE A G. (PROF!LE ON SHEET C-17) •.~ 7 z ~ 0 ~--f,;""~o""O'. -.,-"~-... l!!IIP~ - PROPOSED BUILDING "D" (SCHEDULE B). SEE SHEET 31 119.06 TC 118.56 FL L21 X I D-- © LI 119.36 TC 118;86 FL ·t28 [j 0 G .16 118.92 TC 118.42 FL I 35 118.41 TC 117.91 FL 118.34 TC 117.84 FL 118.34 TC ------J-----J-~// 117.84 FL 0 27 117.88 C 117.38 FL \ <g, \ \ ~ \ \ \ ~ \ \ \ \ \ \ ®TYP \ c:;;-., \ ( \ ~ \ \\ \ ~\ BIOFILTRATION BASIN4 \ TOP=116.25 \ \ BOT=115.17 \ STORM D!V-IN LINE AJ-j AREA=2,451 SF \ (PROFILE ON SH~T /@?' C::~: _E1~ _1.-~~ .,..v,;r-:. . 4:.../( x'~ <j ,;,!.'_~ "-'<':.;)'~ . ,y ~Ho --._A 14.90 N87'44'31 "W . -,........_ L27 L28 14.90 . N84.47'05"E L53 47.21 N78'38'35"E L67 6.00 N62"14'51"E L69 6.00 S27' 45'09"E STORM DRAIN INLET COORDINATE TABLE NO NORTHING EASTING DESCRIPTION 504 1969809.05 6256550.13 ~5) 514 1969680.44 6256453.12 8X6 TEE 515 1969695.87 6256547.83 @ ! 516 1969679.25 6256552.98 ~2) . ~, ! -517 1969673.01 6256554.91 FL 524 1969674.06 6256453.12 (53) ! I 525 1969685.63 6256579.21 @ 532 1969680.44 6256417.82 11.25" BEND 534 1969768.13 6256418.91 0_~ 535 1969750.91 6256440.59 @ 536 1969732.70 6256463.51 @ 557 1969654.96 6256420.92 @ 558 1969676.34 6256394.78 8x3 TEE 569 1969777.45 6256409.88 @ BMP NO. lYPE SIZE OWNERSHIP 3 BIOFILTRATION W/ PARTIAL RETENTION (BASIN 3) 491 SF OMWD 4 BIOFILTRATION W/ PARTIAL RETENTION (BASIN 4) 2,451 SF OMWD 34 BIOFILTRATION (STREET TREE) 97 SF OMWD P:\Projects\HSM (0148)\0002 (OMWD Bldg D Design)\CADD\G502-9A 13-16.dwg 11/13/2018 11:33 AM I -- ·- BASIN 3 TOP=117.00 R\ BOT=115.92 AREA=491 SF l117.40 TC 1116.90 FL - 524 w- RW----RW- 117.11 TC 116.61__ :F1 ------·· 'ff ~---:;.: ------- IV 0 24.0 \ <l" . \ . --- ..-x._ .... n.-1-1'5.06 re· · · -ss ~-· 114.56 FL - - GENERAL NOTES MATCH LINE -SEE SHEET C-16 1. PROTECT IN PLACE ALL EXISTING IMPROVEMENTS AND UTILITIES THAT ARE NOT SPECIFICALLY NOTED FOR DEMOLITION, REMOVAL, OR RELOCATION. 2. PROVIDE PRODUCT DATA SUBMITTALS FOR RETAINING WALL AND PAVING SYSTEM MATERIALS AND FINISHES. 3. INSTALL RUBBERIZED ASPHALT SHEET MEMBRANE WATERPROOFING SYSTEM TO THE BACK SIDE OF THE NEW RETAINING WALLS. SIKABIT S-60 MEMBRANE BY SIKA CORP OR EQUAL 4. INSTALL MARKERS OR STENCILING PER DETAIL 4, SHEET C-25 AND INLET FILTERS PER DETAIL 5, SHEET C-25 TO ALL STORM DRAIN INLETS. 5. GRATES FOR CATCH BASINS IN TRAFFIC AREAS SHALL BE H20 TRAFFIC RATED. LEGEND m ill' tmrnm ACCESSIBLE PATH OF TRAVEL 14271 Danielson Street Poway, California 92064 T 858.413.2400 F 858.413.2440 www.iecarporatian.com -·-----. 114,73 TC . ___ .,•; .-114.23 Ft ;;z. - \ STA 5+01. 7 FL=l14:30 - DA TE INITIAL ENGINEER OF WORK STA .. 5.+1&49- . FL=e113.54 REVISION DESCRIPTION \.-" ---· .----· --- DA TE INITIAL 01HER APPROVAL \ \ \ \ GRADING & STORM NOTES: G) CONSTRUCT 4" AC PAVING ON 8" AB. 0 CONSTRUCT 4" AC PAVING ON 11" AB. r',;\ CONSTRUCT PERMEABLE PAVING PER DETAIL 1, SHEET \V C-23. (';-, CONSTRUCT 4" PCC PAVING PER SDRSD G-07. ~ REINFORCEMENT PER DETAIL 3, SHEET C-27. 0 3" PERFORATED PVC. CONNECT TO STORM DRAIN. @ CONSTRUCT 3" PVC SDR-35 STORM DRAIN. @ CONSTRUCT 4" PVC SDR-35 STORM DRAIN. @ CONSTRUCT 6" PVC SDR 35 STORM DRAIN. @ CONSTRUCT 8" PVC SDR 35 STORM DRAIN. @ INSTALL 12"x12" CATCH BASIN. @ INSTALL 1B"x18" CATCH BASIN. @ CONSTRUCT TYPE 4 MASONRY RETAINING WALL W/ SPLIT -FACE BLOCK PER SDRSD NO. C-04. f;;;\ CONSTRUCT TYPE C CURB RAMP PER SDRSD NO. l:.Y G-29. ~ CONSTRUCT TYPE A CURB OUTLET PER SDRSD NO. ~ D-25. r;;;;-, CONSTRUCT BIOFILTRATION BASIN PER DETAIL 4, SHEET ~ C-23. @ CONSTRUCT O" CURB PER SDRSD G-01. @ CONSTRUCT 6" CURB PER SDRSD G-01. Q CONSTRUCT 6" TYPE G CURB AND GUTTER PER SDRSD ~ G-02. @ INSTALL 4" ATRIUM GRATE. @ CONSTRUCT PCC PAVING PER DETAIL 4, SHEET C-24. l'ggl CONSTRUCT STAMPED PCC PAVING PER DETAIL 4, ~ SHEET C-24 (T=9"). @ CONSTRUCT S/W UNDERDRAIN PER SDRSD NO. D-27. r,:;;;-, RELOCATE EXIST IRON FENCE, SLIDING GATE, GATE ~ OPERATOR, AND KEY PADS. FURNISH AND INSTALL NEW FENCE, AND TRAFFIC DETECTOR LOOPS AS REQ'D. LENGTHEN GATE PER DETAIL 2, SHEET C-26. @ CONSTRUCT DISABLED PARKING STRIPING PER SDRSD NO. M-27A. Q CONSTRUCT DISABLED PARKING SIGN PER SDRSD NO. ~ M-28A, M-28B, AND M-45. r.;;, CONSTRUCT DISABLED PARKING PAVEMENT SYMBOL PER ~ SDRSD NO. M-29. @ INSTALL TREE GRATE PER LANDSCAPE DWGS. @ INSTALL 3' WIDE IRON GATE TO MATCH EXIST. ,,;;-, CONSTRUCT TYPE B HEADWALL PER SDRSD NO. ~ (MODIFIED, L=18", H=3'). D-32 ,,;;-, CONSTRUCT 6" MINUS COBBLE 3'x5' RIP-RAP APRON, ~ T=12" . r,:;, INSTALL STANDARD DEAD END (CLEANOUT) PER OMWD 'CY STD. NO. F-17 & F-18 . Q CONSTRUCT 4" HIGH CURB OPENING INLET PER \:'.Y MODIFIED SDRSD NO. D-25, SLOPE TO SWALE AT 2%. C,;-, INSTALL PERMANENT WATER QUALITY TREATMENT FACILITY ~ SIGN. Q CONSTRUCT TYPE 1 CATCH BASIN PER SDRSD NO. V::V D-29. Q CONSTRUCT TREE WELL BMP PER DETAIL 6, SHEET ~ C-25. SEE LANDSCAPE PLANS FOR TREE LOCATIONS. '~ , (ij) 6" PERFORATED PVC. CONNECT TO STORM DRAIN . ~,. @ CONSTRUCT CROSS GUTTER PER SDRSD NO. G-13. \ ' UNDERDRAIN PER DETAIL 4, POLE FOUNDATION PER DETAIL 6, 11 AS BUIL T11 RCE EXP, DATE REVIE'w'ED BY, C-15 INSPECTOR DATE w CITY OF CARLSBAD w 5 ENGINEERING DEPARTMENT 2 GRADING PLANS FOR: "OLIVENHAIN MUNICIPAL WATER DISTRICT" (NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACILITIES) GRADING & STORM DRAIN GR 2017-0019 APPROVED: JASON S. GELDERT CITY ENGINEER RCE 63912 EXPIRES 9 30 20 DATE DA TE INlllAL DWN BY:-~- CHKD BY: DP PROJECT NO. SOP 16-07 DRAWING NO. 502-9A CITY APPROVAL RVWD BY: RW ------- 1 i 1 i i I ! I 1 ; I "' I ,_ I rY. ! L!<I I X I lyl ; i" j 11r; o"\/ I J.; r • a, I / r---• I 115.67 TC _l I 115.17 FL I 115.09 X 115.33 TC 114.83 FL '<., / . f I I I l.. /' '<., Jf4.55 X I I I I X E 35 114.19 7 120.68 TC 120.18 FL I 55 ,_@TYPi \ \ I I I \ L - 117 116 BIOFILTRATION BASIN 6 TOP=117.13 BOT=115.63 I SPILLWAY=116.88 AREA=1.762 SF I \ \ _\_ - ,-._)(A-/"'-\\ / 11-- 115 ----\l-----\t------ 115.00 TC 114.50 FL X 26 114. 29 L76 I / / - <I 116.89 TC 116,39 FL i I ! I i 2. 1' / 115.55 TC 115.051 FL ~. i . ::?: i ! i i i i -r i i ,118.70 TC 118.20 FL .:.s: , ,, j SEE PROFILE FOR UTILITY CROSSINGS. TYP , I,,, / so co 0 11 5,-------cc:r i 114.94 TC 114.44 .FL i r: • I " Cf 114.91 114.41 I i ~· t ~ 1 41-------1 _ __!_-f--U..-'-;'1. 14.2'3 TC 113.73 FL I l j ~ I ... 1 ® i I ,,f....,€----6" PVC IE=109.00 - 116.59 TC 116.09 FL 7 I STORM DRAIN LINED y (PROFILE ON SHEE: C-18) I I I I I I 63 I I / X ! j II ! ®/26 1,I. I : • / \ 11 I ; )~ / "' / 11 I§ I \L / ----J / .// I/ i 11 0. 23 X STORM DRAIN LINE D~b \ (CONTINUED ON SHEET C-18) o 3f / /A// / / i \ i I t I P:\Projects\HBM (0148)\0002 (OMWD Bldg D Design)\CADD\G502-9A 13-16.dwg 11/13/2018 11:34 AM ----------~··-------- / / / MATCH LINE -SEE SHEET C-15 ~ I >.l i ·o 117.08 TC·. 116.58 FL~· '' / Y;,1 I I I )! /6., PVC IE=109.18 / / / 1/ 7 / / - 116.65 TC 116.1.5 FL 116,73 TC 116.23 FL / / / X 116.19 TC 115.69 F 116.26 C 15.76 FL a,"<; s-! i~. j STORM DRAIN -115.80 TC 115.30 FL 115.97 TC 115.47 FL INLET \ \ \ o 10' Line and X 20' Curve Table 2 \ L \ i i -- W=36.8' " 0 --__.-\lr--\ 6" PVC \ IE=109.9l3 / / <! \ .. .. \ I I I GRADING & STORM NOTES: 0 CONSTRUCT 4" AC PAVING ON 11" AB. * I I I @ CONSTRUCT 6" @ CONSTRUCT 8" PVC SOR 35 STORM DRAIN. PVC SOR 35 STORM DRAIN. @ INSTALL 18"x18" CATCH BASIN. Q CONSTRUCT COMMERCIAL DRIVEWAY PER '..:::; G-14B (WIDTH PER PLAN). SDRSD NO. @ INSTALL GUARD POST PER OMWD STD DWG NO. E-1.4. r:;;;, CONSTRUCT BIOFILTRATION BASIN PER DETAIL 4, ~ SHEET C-23. @ CONSTRUCT 6" CURB PER SDRSD G-01. @ CONSTRUCT 6" TYPE G CURB AND GUTTER PER SDRSD G-02. @ RELOCATE EXIST IRON FENCE AND/OR GATE. FURNISH AND INSTALL NEW FENCE AS REQ'D TO MATCH EXISTING. USE NEW POSTS ON RELOCATED FENCING. C,;-, INSTALL NEW TRAFFIC DETECTOR LOOPS PER DETAIL ~ 5, SHEET C-24. r.:;--, INSTALL RELOCATED GATE, OPERATORS AND KEY PADS l::::J PER DETAIL 5, SHEET C-24. Q.. CONSTRUCT TYPE B HEADWALL PER SDRSD NO. ';:::J D-32. @ INSTALL STANDARD DEAD END (CLEANOUT) PER OMWD STD. NO. F-17 & F-18. Q INSTALL PERMANENT WATER QUALITY TREATMENT ~ FACILITY SIGN. \ COORDINATE TABLE #/Curve # Bearing/Delta Q CONSTRUCT TYPE 1 CATCH BASIN PER SDRSD NO. ~ D-29. NO NORTHING EASTING 563 1969570.97 6256316.50 564 1969550.98 6256379.82 565 1969444.15 6256358.91 X 110. 7 / GENERAL NOTES 1. PROTECT IN PLACE ALL EXISTING IMPROVEMENTS AND UTILITIES THAT ARE NOT SPECIFICALLY NOTED FDR DEMOLITION, REMOVAL, OR RELOCATION. 2. PROVIDE TEMPORARY ACCESS FOR COMMERCIAL DELIVERIES AT ALL TIMES DURING CONSTRUCTION. CONSTRUCT PAVING IMPROVEMENTS AT EAST ENTRANCE AFTER PAVING OF OMWD PRIVATE DRIVE. 3. INSTALL MARKERS OR STENCILING PER DETAIL 4, SHEET C-25 AND INLET FILTERS PER DETAIL 5, SHEET C-25 TO ALL STORM DRAIN INLETS. 14271 Danielson Street Poway, California 92064 T 858.413.2400 F 858.413.2440 www.iecorporation.com Line Length Radius DESCRIPTION C44 37.49 45.70 47.00 @ C45 19.03 54.53 20.00 @ @ C46 13.59 3.60 216.50 C50 16.81 5.25 183.50 C52 51.19 62.41 47.00 C53 21.46 61.47 20.00 C54 18.19 28.96 36.00 C55 30.32 28.96 60.00 C57 105.52 32.77 184.50 C65 21.10 60.44 20.00 C66 31.37 87.81 20.47 L52 89.45 N78"38'35"E L76 32.82 N83'56'27"E L78 24.26 S7"11 '36"E L79 7.83 N1'29'23"W BMP NO. TYPE SIZE OWNERSHIP 6 BIOFILTRATION W/ PARTIAL RETENTION (BASIN 6) 1,762 SF OMWD 31 BIOFILTRATION (S1Rffi TREE) 141 SF OMWD 32 BIOFILTRATION (S1Rffi TREE) 141 SF OMWD 33 BIOFILTRATION (STREET TREE) 141 SF OMWD Q CONSTRUCT MODIFIED SDRSD D-22 PCC SPILLWAY '-::'.Y PER DETAIL 1, SHEET C-25. @ CONSTRUCT 6'x10' RIP-RAP DISSIPATER PER SDRSD D-40 W/ CONCRETE SILL (4 SIDES), NO. 2 BACKING, T=1.1 '. @ CONSTRUCT TREE WELL BMP PER DETAIL 6, SHEET C-25. SEE LANDSCAPE PLANS FOR TREE LOCATIONS. @ 6" PERFORATED PVC. CONNECT TO STORM DRAIN. "581 CONSTRUCT 12" CSP SLOTTED DRAIN PER DETAIL 1, l::::;J SHEET C-26. EXTEND 12" CSP TO HEADWALL. Q CONSTRUCT EMERGENCY SPILLWAY CONCRETE PAVING ~ PER DETAIL 3, SHEET C-26. Q INSTALL CLEANOUT AND UNDERDRAIN PER DETAIL 4, ~ SHEET C-23. @ RESURFACE WITH CRUSHED AGGREGATE BASE, T=6". Q INSTALL NEW MAIL BOX AND CONCRETE PAD PER ~ DETAIL 1, SHEET C-27. @ CONSTRUCT 1 O" PVC SOR 35 STORM DRAIN. @ RELOCATE EXISTING OMWD PAYMENT DROP BOX. 11 AS BUILT" RCE EXP. DATE REVIE\./ED BY, C-16 INSPECTOR DATE w CITY OF CARLSBAD w 6 ENGINEERING DEPARTMENT 2 GRADING PLANS FOR: "OLIVENHAIN MUNICIPAL WATER DISTRICT" (NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACILITIES) GRADING & STORM DRAIN l----+---+-----------------1----1-----+----1----.I ~G::::R:=2=:0::::17=-=00:::1::::9=================! APPROVED: JASON S. GELDERT 1----+---+-----------------1----1-----+----I----.I CITY ENGINEER RCE 63912 EXPIRES 9 30 20 DATE 1--~DA~TE=-+-~-+-----------------l-----'I-----I-----I----.I ~D:::W::N:::::;B:::Y=: =:::;;;:=::;'-';:===P=Ro=J=E=c=T=N=o=.==;';:":o=R=A=w=1N=G=N::::;O. INITIAL DA TE INITIAL DA TE INITIAL DP CHKD BY:---;;,:,,..-SOP 16-07 502-9A RVWD BY: RW ENGINEER OF WORK REVISION DESCRIPTION 01HER APPROVAL CITY APPROVAL -------··~ --------- 1130 :1-T------r---,--------,---, ----,--...,..., ----,,----,---~'-r--~, -------·-.,---------1---~1---~:---------,---:,----------.i------,J ----,-----,-,-----, ---.,..., ---,---.,---=-,-,-----------,----. ---------,----,----i----r----1: 130 I ' i : : i i --!----+----'-----'-------l---+, -----!----+---+--+----'-----+----· --------'··-~-·--+-· -~------:---~-~--~ ----------· -----........... , ···-···1· --+: -----+------'---1 ! I ' I : i ! i I I --+--, --+tili=---....... --'--'--'---c,---+-~--+---+-: -----'--1, --,··-l-1-~,--,--f---+'---+----t-i --·· . _ ·-···· ····-·· -+--------4-~--·;·-·· ·-···':-----+:---+--+:--+' ---'--·-+--: ----· '-. _ ·--'-----'-······ ····-·---+-----t-----SEE cs~ ~ET(o~~1_1NAND +·-- i ---'---------·--1--~--· I t ··---i ----------'-----'-----';----+-:--+;--··• 1----.+@.-_-4 .. -~;~--•j --;------~--~~-4 __ ;..• --... ,'. ·-·-+-----j--...;. --'"---1,· --~•--~:--H---,----'---·· -··--·:--~•-----~---'..------· ---... : ____ ,_: _____ '" _____ -----t-· ·····:··-···--·--L:::::::;: .~.~.-:-.. -.. -.-.. ==--;-.. -... -.. -.. -, -.-.. -... -.. -=:::'. .. 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I I : 1 C) l[)O) i I I ...... ll I : i : I i 1 o-, , +~-f , , .i 1· ~ ;~ __ ,__. --~--~--+-' ---+--LO -GO-oo-~-~--_j·---'53"\..f.---+' -------~'<10~ ·----·-----' -----... ----~--....;.. __ ..,_:----'---f,24\.---j...': -----1---~-_______ . ________ j ____ . _______ !______ ------·------------------,-·---+----··----'------+-' --~•-----+--·•'----------!-.--~-·--+---+-, --~'---+---~'---! ~ 0 11 ' ~~-: ~ J__ :_--~-""'"rt;,:w• /~'.R0P.GROUND i ' 'BASIN!#2 I ' : I ' i i i o w n ! ~ w if.O ~ ~ I ro N -! '\ r-----..... / I i LINE A ! 1 f----'--'g+::,,~ur-;;;~ i ~ II ' ··-··~+>Jk~-'-~~t.·_! __ -Ar····.. • -',· • ~ • ' r-_ .t 14 : ···',·· .. --.;.,---'-----+-----l-------i----'-i --+,---'e---1--,----_.j-~, =====!,:!. -----r'-.3 .. 4',· __ _,_l---i--, ----I o w ...... .,....,:t! j~====p==:===9'==c:::~~7cnnT>-c::w-:::-..~ ~, .,.... 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Q\;;~~ "-(14'\ en~ ; • : 120 I , 1~250 , , , , • , _ 11 i . \ I; . .\. 53 ~~~~ .~~ • 1 -r----+-_ ~ .. --.. __ _,_l_s ___ o_.0_!,__0_7··-····-· ·-·-H+---, ---!----'--+--· --I--·~: ---··~ I 1 --.::::;· .-,..--'-------+-· ---r-'-_-:_~---1:-, r'-==::::-:::;,f----,---G-R_O_U_N_D __ .,\,-it--~gi:r'--~-~-+---• ··--S-·------+-•----·--······ --+----i---ls ~ ~ ; ... ~ ~ ...... , ....... . 1---·---+----t----·-•····-··'---+-··--'-: : ~1:tr=1,-~···cc"f•··=··=··:::::'::.·::_·===::J_ .• S-0.15~ ~--'-------+---~;----i--····:~,__-+-_ ·•-··-.~.hf EX.___ ~ ~:.~7~ • ' ~~~§§~~~~ :~· ! --+--,---+----'----'---+--+1-----C----+--·~ ~ ! 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T!i_::l--===F"',-~; :::~:::::-----===,,.::..~~t,~3'--_-_-'7-'t~++.-.-.::: .. :···:·:··~·~··:···:···:· ::::::::;s;QOf.+P~0~2QO ____ .,.,:::::·:::::::.-.-.:.:~:J:::::~:·::~:~::~r.:~~~ .. -.,....~:.~ •. ~iLL.+:,:,-.--.---.+::::::.-.. -.. --.--➔. -i: 1 1 5 I I I i i <( 1\ <( II ' i 00 ~ ' ,----+-+---I_ - ·--+---···----'--~---1----+---+--~-----'---1•--"---'--+' --·I,~·-' i---+-, ---,-· ----·7 ---'-,-----+------l--·-·-··-~~ .. ~~~. ----··: . ····-········ ·•··--. -· -·· 13,·-·-~;-S--~' ........ ···--····-· -·······---J=-:c :z::.@······· --1-•..••..• -, .. . I • . 272.05 iLF ! 1 1 : ro "' 205.9 9 LF , / , 17 .40 LF , ! 1 . • I l j i "" I i I ' I . I · : ' S;ORM~RAl~•~l~~A ' · 11~ " .. ··:~to . @ -·:···@ , l---'---+---+---+---+------1--~· -.. -'-!--+---+---+1--.....;-·--Ti-: --+-: --+, --~i : i --+--·--·--i ~~~~i:: 1 ~'"==/0' ... ··-· .. ... ·····-':f----. ·-·· . . .. ! -~·· .... -------·,······ :···--~,--"'.-@--1:t:=-I ~:::::~3~3=·~:~::::F:A:-:,:~::·:·:··~b:c::::7:::.4=5=t::ii L:::F:.. ...•• L _ __J 1 11 0 :1---L---'--o_j_+_o_o _L..___.___ __ ___.1_, -'-----'----'----'----1_]+_0_0--'------'----'---'----.___--'----'----'----,2=-+'--::o-=-o-'----'----'-' _.....l.....-'-=--:..:c........:...--=-----'---3...-+.Lo_o~---'---'-------'----'-----'---'--:=:__-4_+..Lo_o_.___,_..;..__--'.___i _ _c_=z::::::._;___ __ 5..L+o_o__;_.___ _ _,__~-L.../: 11 0 1 1125:1----r-~@-4~;---:-,,-,,-,.--.--,,---,----,--;---R,~w--,---,i-,,--.--,1--------,--~,--.---,--..-----,-1:125[ ·· ·BA;>IN-#sj-,+------'-1 -'-----f----i---,-+--il---t-·----+1-__j'~===:c:======±:::::::;-1-·1---'-----j i i . : . -· ......... -0 ::·1-···,'·· ········---;..;..--~.-----l----+----'-,--+--,,--+--+--t . . . . . . Oc-,.sl.O I ! I i ci 0, ~ : I I I ----i----+-' ---i---'---•--1----' 6 :::-«:=>--i------"--·---+--~-·---+----j---~--j-1--·+!--·--y I i ! ! -·-·-·-----···· .. ··r--t--- f---+---+<(-'J• ~-c;:!~r-+---·--~-·-·--+'--~j--·-·L ~1.L---'················•----+----l-1---!-i---<----'i--·--,..--+------+--· --+-----_j (l)t-=:. -~-I i ! i i I 1 ~ ' , ' i ~ ~."' ' : , : ! · • 1 120 I 12O1!-l---'---l===--+------'------'---~1,----'--+-,_~~~,.~n.--'----tl---~,--~!---'--!---,---...,'---,.--:,--....---..-,---t--..-----t-71 ("PROP. :GROUND ,~. ~-1 , I 11, · : , ; 6 ~1::: bw~ : : 1 . 1-----+---,·tlV/tii--'""--.=c::·9,.:::::::::::::,=j---,--+---t ,'. i~ ~t--·:® § ;~.,---+; __ _:_!---~,---+:--~1--+j ----+---'!---+----··-· rEX. GROUND 1 >-. I ! .,'P , . ······tr L · , ~ ~, 1 ;:;chz:,'l~ · · 1 I : : O') O')...--~ ! i --·-·-·-------1-----'" ·-·-·--~-----~-~---'--+----+:--·.:-· . --' ! ~ i ~..:;::;..:)---1-i -,----'----1:------·---+------·--+-------, 4s~o.k_ ~ ~ -',· ' {/) w St-!::! i .• 53 SEE SHEETS C-13, C-14 f---i···· .•... AND C-15 FOR PLAN • ... c'---+----'-------l GRADING & STORM NOTES: 0 3" PERFORATED PVC. 0 4" PERFORATED PVC. @ CONSTRUCT 3" PVC SDR-35 STORM DRAIN. CONSTRUCT 4" PVC SDR-35 STORM DRAIN. CONSTRUCT 6" PVC SDR 35 STORM DRAIN. CONSTRUCT 8" PVC SDR 35 STORM DRAIN. INSTALL 12"x12" CATCH BASIN. INSTALL 18"x1 s· CATCH BASIN. CONSTRUCT TYPE A CURB OUTLET PER SDRSD NO. D-25. CONNECT TO EX. STORM DRAIN. CONSTRUCT BI0FILTRATI0N BASIN PER DETAIL 4, SHEET C-23. I f-~· -+.,----,J.., l----+---:-'--------''---+----'---!----· is o.01ioo"----/Flj 114.7:9 , i 1----:--·-·-------·- ' . : • @ @ @ @ @ @ @ @ @ @ @ CONSTRUCT S/W UNDERDRAIN PER SDRSD NO. D-27. 11 AS BUILT'' 1115: ' i , : - ' ....... ···-·•-l---;---,--------113 i I ._.;..;. __ .;_' ----+,--·-~,' -++---!----+---''---,-., ----+---+-' ---t--····.'.·· ················"'---+----' _ ................ -.. i , 96.65 LF , 1 I· ··-····+ [·····---f---+: ---'··---------'--+---..;'+--~ ,' --~'--+' --~,--+--~·---c----l-' ----;---.,----c-,----c----'---'~--+---'i_._ ....... __ _ o.,-, 0~ Ot0 0~ I I : CONSTRUCT TYPE 1 CATCH BASIN PER SDRSD NO. D-29. INSTALL CLEAN0UT AND UNDERDRAIN PER DETAIL 4, SHEET C-23 . C-17 RCE __ _ EXP, ___ _ REVIEvJED BY, INSPECTOR DATE DATE ----~~~ i ~ 11 i STORM DRAIN -LINE B . : rsi=iEETl CITY OF CARLSBAD ~ l------+--+-----------------1---+--l-----+------I ~LJL_J=7:==::....'::::==E:=N:::G:=l:::::NE:::E=:R:=IN:::G:::::::D:::E:::::PA:::::R=:T:=M:::E:::::NT:===::::....:LE__j==2==: _____ -,.. _ _,,t;:;-""w~-~--'--_,..----c--·--'---+--+---t--··+'·-·------·--~---1 SCALE: (62) HORIZ: 1" = 20' I VERT: 1" = 2' 111 0 :f---L-~-0...1..+_00~----'--~-.L...-~-----'---'------'-i _1_.L+_O_O ~-'-----------'------'-----'----,2~+.....,.0...,..0~--'--I: 11 0 I C--+--~--~, ----t--····'---j P:\ProJects\HBAA (0148)\0002 (OMWD Bldg D Des1gn)\CADD\G502-9A 17-78.dwg 11/13/2016 11:37 AM 14271 Danielson Street Poway, California 92064 T 858.413.2400 F 858.413.2440 www.iecorporation.com 1----+----+-----------------4----4----+---+---I GRADING PLANS FOR: "0LIVENHAIN MUNICIPAL WATER DISTRICT" (NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACILITIES) STORM DRAIN PROFILE f----+---+----------------------l----1---+----+---I ~G:::R:::2:=0:::1:::7=-=00:::1:::9==================~ DA TE INlllAL DATE INlllAL DATE INlllAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL APPROVED: CITY ENGINEER OWN BY: RI CHKD BY: _=.DPc___ RVWD BY: RW JASON S. GELDERT RCE 63912 EXPIRES 9/30120 DATE PROJECT NO. SDP 16-07 DRAWING NO. 502-9A 1130 :1-------r----------------,,--1 -,---,----..,...~--------,--------~. --------.-----1: 130 I GRADING & STORM NOTES: ! i ' : .. . ... +--T-t--i-------t: --r-;::::::::!:.::=:::t::::··::····::J:···"·::··-.:::=-=:-=-=-==····:::;·· I-· i ·------···-·· (----,---+------~--< >-----·+····· .. +--+---+---+-···f---·~-~. i i I I ' SEE SHEETS C--14 AND C--15 FOR PLAN >--.--+----··- I i : I I ---_ _,_--t·+---;--~-i·•··I',-_ _i: __ +---+---+i--,-·· _ _,.I_L-=-=~+=--=-=-=.::.-=--=----=---=-=~====,_,~ -~-+i --··-··-------------; ____ ' ---- . .. ; ! i ',, I I I i I ! i : : +------j---+---,---,------;---c---1·· ··-----I I i ' ' . ·---+---n---•• i . ! @ CONSTRUCT 6" PVC SOR 35 STORM DRAIN. @ CONSTRUCT 8" PVC SOR 35 STORM DRAIN. @ INSTALL 12"x12" CATCH BASIN, @ INSTALL 18"x18" CATCH BASIN. I I i 1125 lll-+--f----1------:--~' -::=:c-++---l,----,----+-+--'-' -+---+----;.: ___ . -~----,, --+---t-' -.,--' ----ir--~--t--111 125 I t:':\ ~~ 1 PRqPOSED 1 14 @ ,1 i ! @ CONSTRUCT 1YPE A CURB OUTLET PER SDRSD NO. D-25. @ CONNECT TO EX. STORM DRAIN. Q CONSTRUCT BIOFILTRATION BASIN PER DETAIL 4, SHEET ~ C-23. >---+--· 1_14; , .=B~U,l=LID""•IN~G~'□,.•-+----+--,----,-•--+t;igu;+-; --'--+----s'--+'--'---------+---~· ·'-r--'-----,--,,,;,,"1~·;;, -(SCH DULE El) I ;;,; i=: "' ,..; c-,; <I: , , ' . i . 8 ~ IX) ~ N; FF ;;;; 122.12 LO~~ i ~ ~ ~: I ' ·1 ! ' i----t----r~s1-~--;,.,;·-•--~•· -~j'il: 1~-e-.-.-1-,----1------+-.. · : : ~--=~~-'---1-'-l.···n 11 :, : --+--·~--1· ····---··· .tJ·· •i,.,':-._~~~~~~~----·· -·-•--.. ·---o ..-J II II ; i <i. ll in ~ ~ ~i i 22 i • 11 11 : r PROP. t;/j ~ 1.r..1 r-1p W i I' i >---+-· .,:(/)_ ~!,!·-·+++---=~·, -:"':-'--i<•::=J:;=1-,:~'°~·~·::::.:=;::===tr+===r-··-~ : ', ··- 1 _/ : ...... · .11' ,d...... ,I "'"V'u.., i @ CONSTRUCT S/W UNDERDRAIN PER SDRSD NO. D-27. @ CONSTRUCT 1YPE 1 CATCH BASIN PER SDRSD NO. D-29. @ RELOCATE EXIST RECYCLED WATER AS REQUIRED. Q INSTALL CLEANOUT AND UNDERDRAIN PER DETAIL 4, SHEET 1!51 C-23. n=f~l-~:;r-!!+/_~-=G;R;O·._U=-N:-D-=--=i~: ~·--i·y~oe:::'.;'""·:f-1·_·.~lL-: -;·.:-:--•·-;-t--t. -tt-f--·--j---77 \ ~ ~ ~ !,, f----t--+H \ . ' ·~,. ·i. ,.. I f--='--~-\-_l?h;.--~.1.• __ I-' ---+---'----f----'---.jf---~·--1 1120 :7,-r-1 ----ttt='=1f=:C'::!.":l::<"~:~•-~=-trt,:::.:-,...·_._"'-------=_;~<~.·t.f~~·~Q~·;·.~i:--,_··_._·:J-----1J1·: "tr==:::=;:=0-U_N_Dlt1- 1-----i-\_·_,,\~,+t'~~I "'~ti.:---;: __ il, __ !_7----,--·--n: 12 0 I I ' s'--0.01 oo -, , i I ' , : S=O.OJOO 7 ~ ! I\ ' ' I ' @ CONSTRUCT 10" PVC SOR 35 STORM DRAIN. : -: 7-.: 0 0050-----.f \-·--i,--f---c-, --·---t------jf-----t1----; i --.. i -I ~ : I I~ _, • I >------------+---+------++----+' ---'---------·-.,···-_,_---,-_---··tHc='---······t-'······--c1···· -=1«>--.,----··-,' ······· .. , ·---+-----1---·--·· ! L-r-ry,N L I I ~ cri i @' I ! i +! .,-: l----''--+---+--~--1-------;-: -··-~-12 ~:. -f------:--·-+--~----1~, :,·-i-·-91----+' --~-..,., -···· . ' --~---+·------·-· i I i \_ ! __,: 11 r------+-------; ' i---+-----+--~---+--,.._'13=2=.5""0"-I =LF_-,_-----+----t-' ---;-i' ~w . : STORM DRAIN-LINE C STORM DRAIN INLET COORDINATE TABLE NO NORTHING EASTING DESCRIPTION 563 1969570.97 6256316.50 @ 564 1969550.98 6256379.82 @ 565 1969444.15 6256358.91 @ ..... -·-··----':--+----+,-~-··:-··--•-I-: --, --+----·-··ci·. -f-cr·-;·-···1-· ...... ~~:t::1;·"==2~0· 1115 1 1 1--1--'----'-----'---'-----'-' ----'----'--...J....' --~---'-~--~~~---~---=--=--=-----'--I: 115 I 0+00 1+00 2+00 566 1969394.27 6256350.15 ® 1125 :1---.-------.-----~--------.-.-, -----., ------.----.--1 -.-, -,., -.-. -.,....1 --,---------.-..,...., -----------.----,---r-1: 125 I I----+-----+--·+--~~ I r-~· -+-: -;-. ---+-: -,-, -·····-++--+-\--+-: -~.·· -:·--: -:-+. __ , -;::::=±===; ==, ===±=· ==;--,---:----···· ! , , , 1 : I 1 . SEE SHEET C--16 AND ! ....... ··-··············----.----,.--·---'---./---+-, -~--+--········---·-+-f--~--1,---+---+---+---+,-+-----, --+,--.. C--18 FOR PLAN ' ' : i ' i i --+----+--+----''--+--f---·-····~--········-·'-················+' ··············-~·· ---+--__ _,__--+-----j---i·······-··•·--+., -----/--+----•-·-· ...... . ' i i f----j-i @ --t----·~-----,'.---·-··-c---'+--,·--+----,'---1 ---j--·--1· -~--1-········+'·······················+----t---···· -·-------+---+--+' --+----t---+---+-----+ ·----+----s;----l !BASIN ! : 1 i : i ; : i _. ___ ,1. "--·-··"·"····· --·········+····-······~--+-' ----+---+---< ' ' ' #6 1 i ( i i i I 120 :w==:===+===JL--L_---1. _ __,_ _ _j__-:.--.:-__; _ __1__+--11-~--l----.,1 -,i~---,-;-+i -,1---+--1,-~·-,---:i-,-:,-+1 -,:--,i--,--1 --+ ... --,-: ,-.+-,: 120 I >---~. --~f-3--1+· ..... .. . ··l -+-• _ _,: __ +---+---+,--+-i ---+--:--+--+---+-__ : --+-·--·----i'--·---+---··---.· ----~· ____ _,_ .----,------+--f--····-··· 01"'")-.t-: ,i : 1 I Q ":: o:i i i i I 0 r.o • : i I f---+---~~-·-··· f·---+---'----+, -+-----+---+,--~, ---+----· ... ,---+---, ---+--+---,--+,--+--+------t'.23·v~-+-,-----+------+---.;---+-+-----1 0 II ~ i i I : i i -1--,--......Ll ..- • II ! ! I : ~::::, r.o ~ S--:; ;::= g_~·m-· ~. --e------~-········---··'._._ .... -~Q~1 :>~·: ; -;---1----...,1,--+---i --+-:---·---··-- 1 -+----+---~, ·· ·~~····~··~··~··•c-i -----'i-+---+---'--.----+-+--- / i , , ,,ue<i:11 11 ! •············+·····-+H -·--'"-·-~-----+: --,--<e;>I f---~----+··----~----+1 --·!.---,-, ----··-i·--~-··-----v:i©:1'·--c,,c,-<"ccl·· ~: ---+----~--+----+--··f--+1 · -----· _J · r~· .... , ROP. G.ROUN□I,., : ~i§l . ,1 i • 1 r."::\ 1 .i: ::i r-i : A~~!~ 1 \15Ji : : l~,q-l 115H :--i--ttl...__::---1, 1-f±==t==+=:j:71-====-,r.,:j· i11~1 11:--,--,---t-71---'--:1-t---r1 --r1 -;: ~'°:tCJJ-t1-7•-,1-r1 --~~~tsr11_;_71--.,-, -T-----r-1 ,-,1: 115 I -------·-··· ... ·---·· !+--+-~~-==--+'-~ • ... -==1 ... /"'?_,-;lnzF'--f:w_,-----,---•-· ·-------+--..;.: __ ~i ---+--·•---+',, ... ~ ~-----j---;-·---ji'~S·· ,_'--+---,..! ---,,-----,-f-···---------·-··--·~--t----,--1 1110: : N---i : Ii ;=~S: i ~ : I : ' i f-._-,: ""r-.-! j/==~·====·===l=J.= i <e II !11 ,D GROUND w ' : j 1' ' ' i ····j--'---+[---1+---~/ I i--•. ~~~Y'--,~~1---+----c---++---+-----/---!--+-, ----t-----,----1 1-----, -··· ~~m : a"'Ec~~---L- 1 +-~L_t_c1 ··t-,-, 1 _ ~~~:~~~~~~~~:~~~~~: ~~~~!i+-.--~--~=-"~--·_,_, --+---:-----j····i···-+--c:--:--·-+--:· __ ·~•· -1---,--_ _,_ ____ l+!__ t--~·--1--····--· • • ----··· 0 .,: II t;,w -= ,M·iHW~ . ! ; : ! ! : : / Oo-~ ci : o· •20LF, c!;- i , I I s 0011a / . . --·-·'·--------+---~- . s~1 .OJ 18 , • . ' ' NO JOINTS .,: II .1 1---+--+-~-----+,,:-s---t--B'f-i-il·la,J-+--'--=--~---+-·-~-~,--7---+-(@ 1 : : 6$1; LF 112) , . ; I 59~~ ILF I • ' -;-: i STORM DRAIN -LINE D • • : L-L~~=,======,=· =:;·===t•====·~ti===='====:;:==:::::j:==:;:, ===±===t===l::=:'::::E==t=======t======+==+====-:-::L~-+-----:,---········ SCALE: 1 i , , HORIZ: 1" = 20' ' : 11 o I VERT: 1" = 2' I 1 °5 :1--1--L___o_l+_o_o_:__ __ _:_• -'---_l_---'-'--'-----'--'--1:--1+-:-o-=-o~--'---'-----'-~--'-----'---~--=2=--'+'-=o:-::-o-~-~~----'--~_.__ __ --=3:--+--=o=-=o----'--j: 105 1 P:\Projeets\HBM (014-8)\0002 (0MWD Bldg D Design)\CADD\G502-9A 17-18.dwg 11/13/201B 17:::38 AM 14271 Danielson Street Poway, California 92064 T 858.413.2400 F 858.413.2440 www.iecorporation.com I / i 1/ I ~ ,,, I I , , / 0 10' 20' I I I I / / , / / / / i- / / / / / / / / / / -so----I I I 11 AS BUIL T 11 RCE __ _ EXP, ___ _ DATE REVIEVED BY: C-18 INSPECTOR DATE fSHE_ETl CITY OF CARLSBAD ~ l----l----+-----------------1+----+---+---+----I l..!§_J ENGINEERING DEPARTMENT ~ 1----+----+-----------------+----+-----+----+---t ;:;G::;R::AD::;;:IN:;G::,.::::P;::LAN::=;::;S:::::;F::::O::::R=: =========='-'===~ "OLIVENHAIN MUNICIPAL WATER DISTRICT" (NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACILITIES) GR 2017-0019 1----+----+-----------------+---+-----+----+---t APPROVED: STORM DRAIN PROFILE JASON S. GELDERT 1----+----+-----------------+----+-----+---+---t CITY ENGINEER RCE 63912 EXPIRES 9 30 20 DATE i---=-l--=cc-+-----------------11------t--::---+--:-::=--t--=---I ;:;D::W::::N==;:B;'::;Y:==;::;:=::::;-;====P=R=o=JE=c=T=N=o=.====:-;::D=R=A=w=1N=G=N~O. DATE INITIAL DATE INITIAL DATE INITIAL CH 8 DP KD Y: SDP 16-07 502-9A ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL RVWD BY: RW ------·· --· -----·-------------- O" CURB, MODIFIED SDRSD NO. G-01 OR 6" CURB PER PLAN), 2-#4 REBAR i ' \ ~ . ... · •. . . NO. 8, 89, OR 9 STONE JOINTING MATERIAL BETWEEN PAVERS, TYP PERMEABLE PAVERS 3-1/8" THICK MIN . ~ . ._ ... ! .. . _. ; _:,., •. '!' ; . . • • ; • . .. .. . " : . . ~ -4 ·-~ • ;t . i .. . . ...• : BEDDING LAYER, 2" NO. 8 STONE . ...... .. ~-... ·-BASE LAYER, 4" NO. 57 STONE 1" LAYER OF CONCRETE SAND GRASS FILLED GRASS PAVE2 UNITS -. .,. o" CURB, MODIFIED SDRSD NO. G-01 OR 6" CURB PER PLAN 2-#4 REBAR O" CONCRETE CURB PER SDRSD NO. G-01 2-#4 REBAR GEOTEXTILE CUT r' BELOW TOP OF PAVERS NO. 9 STONE JOINTING MATERIAL BETWEEN PAVERS, TYP PERMEABLE PAVERS 3 t THICK MIN l[) 16" COMPACTED CLASS 2 PERMEABLE MATERIAL • • .. __ · ,s ~-x~· ~x-x-·-.x-· -x-· -x-_ -x-· -x-· -x-':. ·_-••• m '' ·.' .-; ... ,.· ~ ~ -... ,i . . Xf--r-x~· t-c-X-·· --• X-0----'-c-X-.. ---X-_:X-_ -X-. -•-X-. ·-x-· ··. :••·;_.-_'-~::,_ NOTES: 1. STONE SIZES REFER TO ASTM C33. 4" PERFORATED DRAIN @ MIN 0.5% SLOPE NOTES: COMPACTED SUBGRADE, 95% MODIFIED PROCTOR DENSITY ... . . .. ' 30 MIL IMPERMEABLE LINER AT ALL EDGES OF PERMEABLE MATERIAL NOTES: 1. STONE SIZES REFER TO ASTM C33. 2. DAYLIGHT PERFORATED PIPE SUBDRAIN TO STORM DRAIN WITH SOLID PVC. 1. STONE SIZES REFER TO ASTM C33. 2. DAYLIGHT PERFORATED PIPE SUBDRAIN TO STORM DRAIN WITH SOLID PVC. PERMEABLE PAVING --PARKING AREAS Scale: 1 1/2" = 1'-0" BMP 1 BMP 2 BMP 3 BMP 4 BMP 5 BMP 6 H1 POND DEPTH 1 o" 1 O" 1 o" 1 o" 1 o" 12" H2 FREE BOARD 3" 3" 3" 3" 3" 3" Y1 TG TO IE OF UNDERDRAIN 37" 37" 34" 28" 37" 45" S1 SOIL MEDIA DEPTH 18" 18" 18" . 12" 18" 18" S2 AGG. STORAGE LA YER 12" 12" 12" 18" 12" 18" D DIA. LOW FLOW ORFICE 5/16" 5/16" 5/16" 9 /16" 5/16" 3/4" 12" MIN CLEANOUT W/MONITOR WELL LOCKING PLUG, CHERNE INDUSTRIES OR EQUAL AREA N I TG ELEV. PER PLAN SEE EMERGENCY DRAIN DETAIL, THIS SHEET ~PLANA~~~:---D'~i-:_-nf---~--:3=rn=c;=~~~~---:r=-~3-==~~ r-t I •3' MIN~ ~ .-- 6" PVC 4" WASHED PEA GRAVEL FILTER COURSE 5' MAX BOT ELEV I co __ PER .PLAN> ---. . .. , 1111 6" SLOTTED PVC (ASTM D3034) OR HDPE (AASHTO 252M) PIPE UNDERDRAIN, 12' MAX SPACING ' z n-2 NOTES: SEE LOW FLOW ORIFICE DETAIL, THIS SHEET 11111 N (/) TYPE 1 CATCH BASIN PER SDRSD D-29. SDR 35 PVC PIPE STORM DRAIN. DIA AND IE PER PLAN. 1. SEE GRADING AND DRAINAGE FOR ELEVATIONS. PLACE PERMANENT SIGNAGE AS DIRECTED BY OWNER. 2. BIO-FILTRATION SOIL LAYER TO HAVE MINIMUM 2" MULCH COVER WHERE COBBLE COVER IS NOT PROVIDED. 3. PLANTER IRRIGATION NOT SHOWN. REFER TO LANDSCAPE IRRIGATION PLANS. SOIL MEDIA AGGREGATE STORAGE LAYER 4. SOIL MEDIA SHALL HAVE A LONG-TERM, IN-PLACE INFILTRATION RATE OF 5 INCHES/HOUR AND CONFORM TO BIORETENTION SOIL MEDIA (BSM) PER THE COUNTY OF SAN DIEGO LOW IMPACT DEVELOPEMENT HANDBOOK, APPENDIX G-BIORENTENTION SOIL SPECIFICATION, JUNE 2014. SUBMITTAL SHALL INCLUDE A SAMPLE OF BSM AND TEST RESULTS FOR GRAIN SIZE ANALYSIS (ASTM D422) FOR SAND, SANDY LOAM, AND COMPOST COMPONENTS: ORGANIC MATTER CONTENT (ASTM F1647); AND CONSTANT HEAD PERMEABILITY (ASTM D2434) OF THE MIXED BSM. BSM SHALL CONTAIN THE FOLLOWING PROPORTIONS (BY WEIGHT): 75%-80% SAND 10% SILT (MAX) 3% CLAY (MAX) 9% COMPOST (MAX) ALTERNATIVE SOIL MEDIA SHALL CONFORM TO BSM AS DEFINED IN THE CITY OF SAN DIEGO LOW IMPACT DEVELOPMENT DESIGN MANUAL, JULY 2011, APPENDIX B, PAGE 8-18. 5. 0.040" THK ALUMINUM, NON-REFLECTIVE WHITE BACKGROUND W/BLACK LETTERING, CLEAR COAT FOR FADE RESISTANCE. DIMENSIONS: 1 O"Wx8"H, MOUNT ON 1-5/8"x16 GA. GALV STEEL POST, TOP OF SIGN AT 2' ABOVE GROUND SURFACE. P:\Projects\HBAA (0148)\0002 (OMWD Bldg D Design)\CADD\G502-9A 23.dwg 11/13/2018 11:45 AM ~~ -------,. ... ~---- 0 GRASS COVERED POROUS PAVING Scale: N.T.S. 5" MIN TG • ... ------,-.,....--,.. 4 4" .. • 4 . 4• 4 • • .4 .. d <1. ; 4 --r --. • -• <1 •. • .4, . • • ii <I .. , 2" PVC PIPE W/ FIPT ADAPTER AND THREADED PLUG. EMERGENCY DRAIN Scale: N.T.S. PERMANENT WATER QUAIJTY TREATMENT FACILITY KEEPING OUR WATERWAYS CLEAN MAINTAIN WITH CARE-NO MODIFICATIONS WITHOUT AGENCY APPROVAL i'=================='!i SEE NOTE 5 PERMANENT WATER QUALITY TREATMENT FACILITY SIGN Scale: N.T.S. BIOFILTRATION W-PARTIAL RETENTION BASIN 14271 Danielson Street Poway, California 92064 T 858.413. 2 400 F 858.41 3. 2 440 www.iecorporation.com Scale: N.T.S PERMEABLE PAVING -WALKWAYS & COURTYARDS I •.A .. . I 5/16" DIA HOLES FOR 1/4"X2" 31 6 SS EXPOXY ADHESIVE ANCHORS W/LOCKNUTS ~ ·_4 ·- Scale: N.T.S -4: . . "? . ·4 4 . . ,d -• ... . 4 .... ·4 . .l\ .. 4 <I ·.a· .. • . fi" . "" . .ti ,,,,,,.-........... 0 6" PERFORATED PVC PIPE UNDERDRAIN r--------1~--_----"~-I -~ 4 I ... \ . ·.a .-.4_ . "<I "--0 .4 FL PER TABLE ON LEFT • • .. ,i -.•• :_· • . . . ·- SOR 35 PVC PIPE STORM . ·4. DRAIN. DIA PER PLAN. · "' • <I . " . 4 . • ,d <I . 4. . . 4 <I •· \ 0 4 .. ,......--LOW FLOW ORIFICE, DIA PER TABLE "4 • <I 4 • ' .q • • 4 . 4 4. . . -d . .,,, 8"X8"X1/8" GALV. STEEL PLATE, • · -GALVANIZE AFTER FABRICATION • . <I . . . 4 . .· ,d • ..; . <I . <I •· ·•· ..4. . . 4 . . 4 . •:r . LOW FLOW ORIFICE 11 AS BUIL T 11 Scale: N.T.S. RCE __ EXP, __ _ REVIE\./ED BY, C-23 INSPECTOR DATE DATE ~ CITY OF CARLSBAD ~ 1-----+---+---------------+-----l--,f---+----f l__1U ENGINEERING DEPARTMENT ~ 1----+---+---------------+-------1--,f---+------t ;:::G:;:RAD====IN::::'.G..':::P==LAN===S=F;::O::;R=: ======:::::::::...':::::::=::::::: "OLIVENHAIN MUNICIPAL WATER DISTRICT" (NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACILITIES) CIVIL DETAILS l----+---+---------------+------1--,f---+------t :=GR:=::::::20:::::17=-0=01:::::9==============: 1-----+----+----------------+-----1-------;1-----+-____, APPROVED: JASON S. GELDERT 1-----+---+---------------+-----l--,f---+----f ~Cl:::;TY:::::E:::::NG::::::IN:::::EE:::::R:::;;:::::::::;"RC;':=E:::::6=:39:::::1::::2 :::::E::::XP::::::IR:::::ES::::::::::9 :::::3::::0 ~2;::::0 =D=:A:::::TE~ 1---c~-+-=-+---------------+------1--,f---+------t DWN BY: --="'-DATE INITIAL DATE INITIAL DATE INITIAL CHKD BY: DP ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL RVWD BY: RW PROJECT NO. SOP 16-07 DRAWING NO. 502-9A NOTES: 1. A NATIONAL READY MIX CONCRETE ASSOCIATION (NRMCA) PERVIOUS CONCRETE CERTIFIED CONTRACTOR MUST INSTALL THE PERVIOUS CONCRETE. CONTRACTOR IS TO PROVIDE PROOF OF CERTIFICATION TO THE ENGINEERING FIELD INSPECTOR PRIOR TO START OF WORK. Q" CURB, MODIFIED SDRSD NO. G-01 OR 6" CURB PER PLAN\ ~ - / I / I 6" PERVIOUS CONCRETE / I ~-----~+---.,.---_.,,.. ---~-~. -.+---.• -. --,------j -q ,d 4· ·..:1· ..... L.l. <J ,4 .4· . '<1 .d 4 -·· . ' . . . A .. -. -!' ·.· .: <14: . . . 4. ,'. .. . 4 .d_ -1 . 4 .. . . • • • -· . 4 .,4 <J .. 4 .. . 4. • •• ... . . 4 ·. 9-.. ~-- . <I. . ·-,4 <J • <I . . . • <J ,d . .• .. 4· ... • . ~. . 4 • .• . , --.-.-.. I • I • .· 4 . . . . . . 6" CURB O" CURB LI) LI) CLASS 2 PERMEABLE MATERIAL (CALTRANS STD SPEC SECTION 68), 8" MIN _I·• • • ·•-·~ (D .· ,___ -,--l---''-I2-#4 REBAR SUBGRADE COMPACTED TO 95% RELATIVE COMPACTION C0 • · 4 .. l ... • . • " .o.,. ~~~9~~~ w. /''--: A'\'./(~~'-( '--;,<v en " ' ,'-.' ., I PERVIOUS CONCRETE PAVING Scale: N.T.S. I •--~ . ~. • 4" PERFORATED DRAIN @ MIN 0.5% SLOPE PCC PAVING (T -7" MIN OR PER PLAN) NO. 4 BARS @ 12" O.C. E.W. @ MID-DEPTH 4" AC ON 8" AB 6" NOTES: 1. 520-C-2500 CONCRETE. w (PER PLAN) 1/2" RADIUS TOOLED EDGE SUBGRADE COMPACTED TO 95% RELATIVE COMPACTION 2. CRUSHED AGGREGATE BASE SHALL BE VIRGIN. 0 PCC PAVING -TRAFFIC AREAS Scale: N.T.S. P:\Projects\HBAA (0148)\0002 (OMWD Bldg D Design)\CADD\G502-9A 24.dwg 11/13/2018 11:46 AM 4 EXIST BLDG EXIST GRADE PROPOSED MAT FOUNDATION SLAB TWELVE (12) INCHES OFJ SUBGRADE PREPARED AND COMPACTED TO 90% RC PROPOSED BUILDING z 2 -LI) PROPOSED CONC. PAVING 1/~✓ );, /,'-5' -0" '-' ---t-----c;=-----i/y TYP 1/~ ------);y 3 , -0" ---/'-,_ --'-. MIN GEOGRID, TENSAR TX5 OR EQUAL, THREE (3) FEET BEYOND EDGE OF r--:::::::±:--LFO UN DATI ON. EL ±113.0 PAVEMENT SECTION PER PLAN 1 1.5" COLD MILL • I ~ 6" (SEE NOTE 1) ~~~~~~"-"+-------EXIST AC EXIST AB NOTES: SUBGRADE COMPACTED TO 95% RELATIVE COMPACTION NOTES: 1. BACKFILL SOIL FOR OVEREXCAVATION AREAS SHALL HAVE AN EXPANSION INDEX OF TWENTY (20) OR LESS ASTM D4829. 2. OVEREXCAVATION SHALL EXTEND ONE FOOT BELOW CONCRETE PAVING SUBGRADE. THE EXPOSED SUBGRADE SHALL BE PREPARED AND COMPACTED TO 90% RC. 3. REFER TO OMWD STANDARD SPECIFICATION 02200 FOR ADDITIONAL REQUIREMENTS. 0 OVEREXCAVATION DETAIL Scale: N.T.S. 0 0... RELOCATED GATE -I ~ POST, TYP OF 3 N INSTALL NEW TRAFFIC LOOP DETECTORS, TYP OF 3 :D EDGE OF TRAVELED WAY \ ,1.-7 \ 15'\ o" RELOCATED 32' DOUBLE SWING : i---'-:--..:....:;._-'-','-----1----i WROUGHT IRON GATE, TYP I , ENTRANCE RELOCATED GUARD POST PER OMWD STD DWG NO. E-1.3, TYP ,--~ ~ 1 '-0" : I I I I I I I I I L __ J I I I I I ?'-0" I E: __ J CONSTRUCT NEW CONCRETE ISLAND RELOCATED CARD READER, 6" CLEAR FROM FACE OF CURB 20' -0" EXIT RELOCATED LOCK BOX AND GATE SWITCH CONSTRUCT NEW CONCRETE ISLAND 1' R, TYP 1'-6" TYP1 - 4' -0" I TYP ' '1-5' -o" \ I -7 I I I I I \ L __ J \ 1 '-6" 0 I -st-1 '-0" ..-- TYP (/) Cl 3: 0 _J --1-+----~ > 0 I N RELOCATED CARD READER AND SPEAKER, 6" CLEAR FROM FACE OF CURB u 0:: w 0... 1. SAW CUT EDGE OF EXIST AC PRIOR TO COLD MILLING. 2. TACK COAT ALL EXIST AC SURFACES PRIOR TO PAVING. 3. CRUSHED AGGREGATE BASE SHALL BE VIRGIN. 0 PAVEMENT TRANSITION EXPANSION JOINT FILLER Scale: N.T.S. 4" PCC SLAB PAVEMENT SECTION PER PLAN (0 6" CURB PER SDRSD G-1, TYP • .• . •• J.. -·...11 ;, '<::;()$';,;--~');~ ~';;C-: ,,;;,'2;,,, '"·'"' 0'(~'(1/< ,-:-1/-\%(, A /. 1/ ,«ij, ~~y;s,' 4" AGGREGATE BASE COURSE SUBGRADE COMPACTED TO 95% RELATIVE COMPACTION CONCRETE ISLAND DETAIL Scale: N.T.S. '' AS BUILT" RELOCATED GATE OPERATOR, CONC BASE DIMS PER MFGR DWGS, 18" MIN EMBEDMENT. TYP OF 2. SEE ELEC DWGS. RCE___ EXP, __ _ REVIE\./ED BY• DATE 0 SWING GATE DETAIL Scale: N.T.S. 14271 Danielson Street Poway, California 92064 T 858.413.2400 F 858.413.2440 www.iecorporation.com C-24 INSPECTOR DATE ~ CITY OF CARLSBAD ~ t----+-----1--------------+---+--J---+---i L_1!J ENGINEERING DEPARTMENT ~ t----+--1--------------+---+--l---+---i ~G~R=:AD~IN~G~P~LAN~S=F~O~R=: ==========~ "OLIVENHAIN MUNICIPAL WATER DISTRICT" (NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACIUflES) CIVIL DETAILS t----+--1--------------+---+--l---+---i ~G:::::R :::::20:::::17:::::-:::::00=:1:::::9 =============~ APPROVED: JASON S. GELDERT 1-----+----<--------------+----+----<---+---1 CITY ENGINEER RCE 63912 EXPIRES 9 30 20 DATE t----+=-1--------------+---+--1---+---i PcD~WNITTB~Y:;=: =:i::=1r===~PR~o;SjJEfcc~T~N~oF. ==7rcD~R~A~w1~NGfijNRDo. DA TE INITIAL DA TE INITIAL DA TE INITIAL DP RE Is O t---~--+--~--1 CHKD BY: SDP 16-07 502-9A ENGINEER OF WORK V I N DESCRIPTION OTHER APPROVAL CITY APPROVAL RVWD BY: RW ··. FLOW 7.5' TAPER .Ll . <! . 6" TYPE G CURB AND GUTTER PER SDRSD G-02 6" n q q .. q • • r A 4" PCC· 1 1 · ,..-1=;,-,;,;,,;mcr • q L} • q R -3' L} q • • q L} q "<] .::14 • 6" TYPE G CURB AND GUTTER PER SDRSD G-02 L} .. L} • • .• •. • q 3' q R - ii • • q <i q q • q • 'LJ ·q n q • q 4~ -1 q 0 • • q CD q tn · _, 7 z n • (J) q q A • L} q • ., q ' 3' q L} • • ,, ;(_'(,(~ • ,$,.'</.' 6" TYPE G CURB AND ~-_!•·:::·· ±=~?j=:'.:::~~~~~t1/:__ GUTTER PER SDRSD G-02 -;a " NO. 4 ~--~--~~~»~~~~ CONTINUOUS NO. 4 @ 18" 0.C. E.W. SECTION A 6" CRUSHED AGGREGATE BAS E OVER COMPACTED SUBGRADE CD PCC SPILLWAY SPLASH PAD PER SD COUNTY DESIGN STD DWG NO. GS-2.6b CURB CUT AND 1" LOCAL DEPRESSION PER SD COUNTY DESIGN STD DWG NO. GS-2.6b BENCH IMPERMEABLE LINER ROOT BARRIER PER SD COUNTY DESIGN STD DWG NO. L-6 N NATIVE SOIL BELOW ROOT BALL (NOT CONTINUOUS THROUGH TREE WELL) co ... : 12" SAND FILTER LAYER PER SD COUNTY DES IGN STD DWG NO. GS-1 .5 Scale: N.T.S. 6.5' 6 "Wx 1 2 "H PCC CHECK DAM MULCH LAYER, 3" MIN SIDE EDGE TREATMENT PER SD COUNTY DESIGN STD DWG NO. GS-2.5c r--'--,.,-'-._ ROOT BALL . .. ,. . ~ : . \ ,. 1,1, 34" MIN STRUCTURAL ;, SO IL (CONTINUOUS 1,'.'._j2 THROUGH TREE WELL) /, 1 6" PERFORATED PVC SUBDRAI N UNCOMPACTED SUBGRADE 0 TREE WELL BMP Scale: NT.S. P:\Projects\HBM (0148)\0002 (OMWD Sldg D Design)\CADD\G502-9A 25.dwg 11/13/2018 11 :49 AM q O" CURB 1'-'.-.. -.-.+_~,~:----,-•• -.-•• ~c~u-,_" __ -:~:~':~~-:-~-~-ER-.. ~PLAN 0 CURB HEIGHT TRANSffiON Scale: N.T.S. NOTES: 1. APPLY MARKERS WITH MANUFACTURER RECOMMENDED ADHESIVE OR APPROVED STENCILING TO ALL STORM DRAIN INLETS. 2. MANUFACTURERS: BERNTSEN INTERNATIONAL, INC . OR APPROVED EQUAL. 3. MARKERS MAY BE 4" CIRCULAR OR 3" x 5" RECTANGULAR. 0 STORM DRAIN INLET MARKERS 41--------Scale: NT.S. 14271 Danielson Street Poway, California 92064 T 858.413.2400 F 858.413.2440 www.iecorporation.com 6" PVC PIPE 12"x6" CMLC STL TEE --------+t-1 6" RSGV (FLANGED x RESTRAINED MJ) NOTES: I -~ EXIST 12" STL WATER TB PER OMWD STD DWG NO D-3.3 STL RING FLANGE, AWWA C207 CLASS D, TYP OF 2 1. PROVID E MECHANICAL JOINT BONDING OF STEEL PIPE JO INTS PER OMWD STD. DWG NO . G-6. 2. REFER TO OMWD STD. DWG NO. C-3.1 FOR ADDITIONAL INFORMATION. 3 STA: 10+00.00 WATER CONNECTION DETAIL STAINLESS STEEL FILTER FRAME WITH RUBBER GASKET POLYPROPYLENE GEOTEXTILE FILTER ELEMENT NOTES: Scale: N.T.S. GALVANIZED STEEL GRATE PAVED AREAS: ADA COMPLIANT PARKWAYS: STD. GRATE FOSSIL ROCK ABSORBENT POUCHES, FOUR EACH FOR INLETS IN PARKING AREAS STAIN LESS STEEL SUPPORT HOOK, 4 EACH CATCH BAS IN BROOKS PRODUCTS, SIZE PER PLAN OR EQUAL. 1. INLET FILTERS: FLOGARD BY OLDCASTLE PRECAST, OR APPROVED EQUAL. 0 INLET FILTER 5 f----- Scale: N.T.S. '' AS BUILT" RCE ___ EXP, ___ _ REVIE'w'ED BY: C-25 INSPECTOR ~5 CITY OF CARLSBAD 1------1---+----------------t-----+---+----+-----i L1§_j ENGINEERING DEPARTMENT 1-------1---+----------------1-----+--+-----+---t 1-------1---+----------------1-----+--+-----+---t GRADING PLANS FOR: "OLIVENHAIN MUNICIPAL WATER DISTRICT" DATE DATE ~ L.R_J (NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACILITIES) CIVIL DETAILS 1------1---+----------------t-----+---+----+---t ~G=R =2=01::::7-::::0::=0::::19================~ APPROVED: JASON S. GELDERT 1-------1---+----------------1-----+--+-----+---1 CITY ENGINEER RCE 63912 EXPIRES 9 30 20 DATE 1--~,,---J--~-+----------------t----+--+----+---t ~D;:;WN;;:::B;;Y:;:::=::::;:;;=:;-;:::==:P::::R=OJ::::E::C::::T=N=O::::. :::::::::::;-;:=D::::RA=Wl==NG=N=:O. OA TE INITIAL DA TE INITIAL DA TE INITIAL DP 1---~--+------1 CRHVWDKD BBYY:: RW SDP 16-07 502-9A ENGINEER OF WORK REVISION DESCR IPTION OTHER APPROVAL CITY APPROVAL 12" DIA CSP, 14 GA., GALVANIZED NOTES: VR-l"TDi" PAVEMENT SECTION PER PLAN 1. PROVIDE CSP END CAP, COUPLINGS AND SOLID CSP TO EXTEND TO DRAINAGE STRUCTURE. 2. MANUFACTURE: CONTECH ENGINEERED SOLUTIONS, LLC OR APPROVED EQUAL. CD CSP SLOTTED DRAIN -~ 1---------< Scale: N.T.S. >-----------< rn ('.) • 6"Wx12" DEEP r-· -_· --·-c,· ~--..-'--'---+ --------. 7 . ·;· i .. , : CUTOFF WALL ----sd--~~ 1 I • · • · . A LO ~ z U) <( rn I I I 3: 1 2: 1 I I I I I -st- ~ I I I I . .. ~ . . ... .·., _., 4 .. . : ... -· ..., ' 4_._ . ··:-.. .• "· 4 .•. ~... ,.. _, ~ ... . ., . .. . ,.. . .. -...,4 ·-~ • _ .. _ ... -..... . -. ., .. . • 4 " .. _ .·, . . • . .. ' .... 4 .. _ ;.,· ... . . .. _ 4. )------~---< "' .... : . -_ ... ·;,, • ·_ ,l . : .. .. . . 1!_4 I I . · . . . I I ·. ~ '4 .. · .. .8 . ,.· .. · ... _ .. ·., . . _ .. -: I I L -_· --'s::----'--+ _· ·_ --_ _J .,.,. . . . ;_ .,;.._ • ,i<>' •' _· ., ,. . . rn 1---------< ('.) "--------~co ('.) PLAN P:\Projecis\HB.AA (014-8)\0002 (OMWD Bldg D Design)\CADD\G502-9A 26.dwg 11/13/2018 11:50 AM ------------ A ADD GATE UPR END IGHT c;: O'.'. w > 0 --' w LL • VERIFY EXTENSION REQUIRED I FOR 24' CLEAR OPENING ' NOTES: - 1 1r· ADD PICKETS AND HORIZONTAL RAILS . \ I "---~ ~ ~~ ~~ ~~ ~ EXIST SLIDE G ATE j -\ 'l O j ~ . I 1. FURNISH MATERIALS TO MATCH EXISTING IN KIND AND SIZE/DIMENSIONS. CONNECTIONS SHALL BE WELDED. 2. REPAIR PAINT COATINGS PER FENCE SPECIFICATION. BOT ELEV=115.63 0 SLIDE GATE EXTENSION Scale: N.T.S. • n TOP ELEV=117.13 ELEV= 116.88 0 -•"' .. 6" SLOPE PAVING W/ NO. 3 @ 12" MAX O.C., E.W . SECTION A EMERGENCY SPILLWAY Scale: N.T.S. _ . ., . . ... 14271 Danielson Street Poway, California 92064 T 858.413.2400 F 858.413.2440 www.iecorporation.cam 4" PCC PAVING PER SDRSD G-07 DOWNSPOUT~ DEBRIS SEPARATOR FLOAT BALL MOUNTING CLAMPS, 3 TYP 4" DIVERTER ASSEMBLY SPLASH BLOCK QTY 1 CAPACITY (GAL.) 660 4" PVC :r: DIA H1 (IN.) H2 (IN.) DIA (IN.) 44 48.-71 CISTERN Scale: N.T.S. 16" COVER AND SS 20 MESH STRAINER COLOR .MOCHA N :r: BUSHMAN RAINWATER TANKS OR APPROVED EQUAL. ...--,--1" NPT OUTLET. PROVIDE 1" CLOSE NIPPLE W/ THREADED CAP, DRILLED FOR LOW-FLOW ORIFICE DIA. PER TABLE 6" OF 3/ 4" CRUSHED ROCK LOW-FLOW ORIFICE DIA (IN.) 0.25 '' AS BUILT" RCE __ _ EXP. ___ _ REVIE\./ED BY• C-26 INSPECTOR DATE DATE fs8E_ETl CITY OF CARLSBAD ~ l----+--+----------------1----+---l---+---I LlU:=:::::=6==-===E=N=GI=N=E=ER=I==NG=D=E==PA==R==T==M=EN==T==='--'=~=2=~ l----+--t---------------1-----+---l--+---I GRADING PLANS FOR: ·ouvENHAIN MUNICIPAL WATER DISTRICT" (NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACILrTIES) CIVIL DETAILS l----+--t----------------1-----+---l---+---I ~GR=20:::::17=-=00:::::1:::::9===============:c APPROVED: JASON S. GELDERT l----+--t----------------1----+---l---+---I ~Cl=;:TY:.::==:EN;::G=:INE:=E=:R:::;;;::::==;-R~CE=63:::9=:1:=:2:::::::EX:::::Pl::::RE::::S::::9:::'::::::3::::0:::;2";::0:::=:::::D::::'ATE:::::::=='. I--D,,-,A=TE➔~IN=IT~IAL-+---------------+--□A-TE-1--I-NITI_A_L--1--□A-TE__ji--lN_ITI_A_L-I OWN BY: -""---PROJECT NO. DRAWING NO. REVISION DESCRIPTION i------'-----1----'-----I CHKD BY: DP SDP 16-07 502-9A ENGINEER OF WORK OTHER APPROVAL CITY APPROVAL RVWD BY: RW ' N st- 8" NOTES: 20" I • · I ;....------~,-- 13" ' 0 , I '=aa=F'!-=,=a,___. ~ r 6" CONCRETE PAD W/ NO. 3 BARS @ 12" O.C. Ll " . ; " # 4° ~~ · Ll ~ .0/» '/ '« '«,vv / EXPANSION JOINT FILLER Y,))Y'>-'-,, ' L = 4' (OMWD DRIVE) L = 3' (ROUNDABOUT) SIDE VIEW <O I") 8" / '\ 1----- i---- 1 O" HIGH SURFACE MOUNT POST-------... " I . 2.5' FRONT VIEW 1. JAYCO MODEL AR01R14ST, REAR ACCESS, WITH LEVEL 2 LOCK AND SURFACE MOUNT POST, OR APPROVED EQUAL. 2. PROVIDE SUBMITTAL FOR COLOR OPTIONS. 3. FURNISH 316SS MOUNTING HARDWARE AND EPOXY ADHESIVE ANCHORS FOR ANCHORAGE TO CONCRETE PAD. 4. FOR OMWD PAYMENT DROP BOX IN ROUNDABOUT, RELOCATE EXISTING OMWD DROP BOX. 0 MAILBOX 1----C..__ Scale: N.T.S. SEE NOTE 3 . I ---A NO. 3 @ 18" O.C. MAX SPACING, TYP - -EXPANSION AND CONTACT JOINT PER SDRSD NO. G-10, TYP TOP AND BOTTOM OF STAIRS <l ·O ._.1··-- STAIR REINFORCEMENT •• NOT SHOWN -'\,_ N -~ 4 ', • ' . I • I . I , .j:1 4 ·1 . " I q I I <l . 1· </ . , A p 4· ELEVATION " 4/ q q " 4 <l 4 0 <l , \ q " q 4 '4 "· • - A• . ~ .. Ll ./ " SECTION A-A 0 STAIR DETAIL Scale: N.T.S. NOTES: 1. REFER TO ARCHITECTURAL PLANS FOR HAND RAILING AND TREAD FINISH. P:\ProJeets\HBAA (0148)\0002 (OMWD Bldg D Des1gn)\CADD\G502-9A 27.dwg 11/13/2018 11 :50 AM NO. 3 @ 18" 0.C. 2% TYP r 4" PCC PAVING PER SDRSD G-07 A~D EB NOTES: NO. 3 4 0 ] ,. ' , ' I o CONT _ _/ g" 0 A ,, 0 • <l " o· • / ro ~ 0 THICKENED EDGE WALK Scale: N.T.S. 6" 1 .5% TYP _ _ Iii :,. " " • <l -~~-2,' ·1----------"--'rJ'-->'"~'' ' N N I 1 .5% TYP SEE 1-~~===='-c----c--i -NOTE 1 +I-·--"-· __ •_•_.· _,:i_· •_Ji✓,'7/ /'7, "-:,;;.~;,(';,._,~:<;::/~-,;::J;::/;;,, v'.:,., /.,--c,- 1 -- 1. PROVIDE POSITIVE DRAINAGE TO AREA DRAINS, INLETS, STORM WATER BASINS. 0 SOIL GRADE AT PAVING Scale: N.T.S. 14271 Danielson Street Poway, California 92064 T 858.413.2400 F 858.413.2440 www.iecorporation.com ----------~-----------~-.. ----------·--- ' I 4" PCC PAVING PER SDRSD G-07 NO. 3 AT @ 18" OC -WEAKENED PLANE JOINTS @ 5' 0.C. SPACING EW AT MID-DEPTH - NOTES: I I r <J . - "'i -• I , '\ 'Y, ~~ '1--. "½ <'( / '\ , ~ ' ' SUBGRADE COMPACTED TO 90% RELATIVE COMPACTION 1. REFER TO SDRSD NO. G-10 FOR JOINT DETAILS. -EXPANSION JOINTS AT 20' O.C. SPACING . ." /I .<J ' ,:l _· ·L!' "' -NO. 3 x 18"-24" o.c. SMOOTH, GREASED DOWEL 0 PCC PAVING -NON-TRAFFIC AREAS Scale: N.T.S. ,.___.,..---, POLE PER SPECS /_ INSTALL NEW 30' FLAG 4-1" DIA GALV ANCHOR RODS W/ LEVELING HARDWARE -NO. 4 @ 6" HOOPS 4 PCC PAVING 1 ,~ ' ' ." , , <l A ' <O 4•. " , 0, . 11 • " 11 ,:;ii I 4 II 0 ---~ ·•-...,..... ....... ...,.....- · L'.l r I , , u 11 " , 11 , <l fl · 11 ·. II , 11 11 0 II· "IO--!+..-----,-3"~ --1--'--i----~ t -• 11 . ~ . II~ 0 11" " 11 <l 11 " <l ~••----...----+-1 ....... _. A A " 11 I I•-" <l q " <( 0 A q ·" D '<l. ' J <O " " I 4 ·~-::J N 0 <l , I ~ ,:} II O II -10-NO. 6 VERT BARS , ll , ,:i 11 •11. "011·4 11 11 V 11 ° · 11 , ' LI. I I ;(l I I l,"-'\.,_ ' qil ,:i 0 ii ~ -(~ II• , .II. ~fx16" DIA ·('.'. • :: o fl../•~ STL BASE PL ,) ./ .; / \ ~ v ;, r "j v~ © ,Yy'Y"'' //»'::v~: /' /1/'. ....____ ~ / / FILLET WELD ' _ ~ f'x8" DIA SUPPORT PL ALL AROUND -, ,, -~ f' DIAx18"L GROUNDING 2 -6 SPIKE. GALV ASSEMBLY AFTER FABRICATION C-27 SECTION A-A FLAG POLE FOUNDATION Scale: N.T.S. '' AS BUILT" RCE __ _ EXP. ___ _ REVIE\v'ED BY: INSPECTOR 1------+---+----------------+----+-----<---+------t GRADING PLANS FOR: "OLIVENHAIN MUNICIPAL WATER DISTRICT" DATE DATE (NEW AND REMODELED OPERATIONS ANO ADMINISTRATION FACILmES) CIVIL DETAILS l--'-----+--+-----------------+---+----1---+----t ;=G:::::R::::2::::01:::::7-:::::0::::0:::::19::::===============.:: APPROVED: JASON S. GELDERT l--'-----+--+-----------------+---+----1~--+----t ~C:::ITY::::::::EN~G:::IN:=E::::ER:::;;;:=:;'-RC;::::E:::6::::3:::9:::12:::::::E::::X:::Pl:::RE:::S=9='./:::::3:::o:'.::/~20:::::::::::::DA::::TE=:=='. l--'--=-==-+~=-cc-+-----------------+---+----1--,---+----t DWN BY:-!==-~'- DATE INITIAL ,__DA_TE_~I_NI_TIA_L-+-_DA_TE~~IN_ITI_A_L-< CHKD BY: DP ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL RVWD BY: RW -----~-----·- PROJECT NO. SOP 16-07 DRAWING NO. 502-9A o/ /' / / "' " S's . / / / cf" / EXISTING BUILDING "B" FF=122.2 I " *<t " ~ ·----11/ " I cf" / / I P:\Projects\HBAA (0148)\0002 (OMWD Bldg D Design)\CADD\G502~9A 31.dwg 11/13/2018 12:06 PM > 121.88 FG / · 122.10 ---~~ C ' 122.10 ~0 ¼ 122.10' FG 121.61 FG BIOFIL TRA TION BASIN 5 TOP=119.48 BOT=118.40 AREA=550 SF ~~- STORM DPAIN LINE C (PROFILE ON SHEET C-18) ;.:121.60 /FG / ~s, / DX "' 0' /,//1· . · 121.60 FG 122.00 "" 0· FG / PROPOSED BUILDING "D" (SCHEDULE A) FF=122.12 /', / "'sis / ~ PROPOSED BUILDING "D" (SCHEDULE B) FF=122.12 122.10 FG GRADING AND STORM DRAIN PLAN -SCHEDULE B j I 14271 Danielson Street Poway, California 92064 T 858.413.2400 F 858.413.2440 www.iecorporation.com \ -STORM DRAIN LINE B (PROFILE ON SHEET C-17) 119.36 TC 0 10' 20' GRADING & STORM NOTES: r's\ CONSTRUCT PERMEABLE PAVING PER DETAIL 3, SHEET \V C-23. © CONSTRUCT 4" PCC PAVING PER SDRSD G-07. © 3" PERFORATED PVC. CONNECT TO STORM DRAIN. LEGEND 111111111mm 111 1111 ACCESSIBLE PATH OF TRAVEL 11 AS BUIL T'1 RCE __ _ EXP, ___ _ REVIEWED BY1 C-31 INSPECTOR DATE DATE ~ CITY OF CARLSBAD ~ 1----t----+-----------------t-----i----t-----i-----i Lill ENGINEERING DEPARTMENT ~ ~G:::::RAD:::::;;:::IN;::G'...::;P::;:LAN::::;S;:::;F;:::O:::::R=: =========--=== "OLIVENHAIN MUNICIPAL WATER DISTRICT" DA TE INITIAL DA TE INITIAL DA TE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL (NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACIUTIES) GRADING PLAN -SCHEDULE B GR 2017-0019 APPROVED: CITY ENGINEER OWN BY: --""'~ CHKD BY: DP RVWD BY: RW JASON S. GELDERT RCE 63912 EXPIRES 9 30 20 DATE PROJECT NO. SOP 16-07 DRAWING NO. 502-9A -~ + • + + > 0 0 P-5 (2') NO G.W. OBS RVE. P-6 (2') NO G.W. OBSERVED __...-. P:\Projects\HBAA (0148)\0002 (OMWD Bldg D Design)\CADD\G502-9A J2.dwg 11/1:3/2018 12:06 PM / r \ I 0 20· SCALE : 1" =20'-0" ~\ \ 40' EXI STING BU ILD ING "A" I BIOFILTRATION BASIN 2 AREA=420 SF LEGEND PCC PAVIN G AC PAVIN G TURF BLOCK LANDSCAPE ROOF B-1 (395') G.W.@ 15.0' I: LIM IT OF WORK ~:IVENHAIN RO~ ll., l • .:.. 1 ~ . ~ ~ ~ ~ ~ ........, ~ ........ ....,..~-.,....,_.-.'""' ~ • PHASE 1 PROPOSED BUILDING "D" ,,, ·~J-+ 9 B-4 (33.5') G.W.@ 15.0' 0 0 EXISTING BUILDING "B" PHASE 2 PROPOSED BUILDING "D" BIOFILTRATION BASIN 3 / AREA=491 SF I .. ·,;,. · . ., ., .... • . 0 ... '!f • . . • ·, -..... .. _-q . .. • / I ,/() ·ir---- 1 / ILTRATION BASIN 4 AREA=2,451 SF 4 ,- 14271 Danielson Street Poway, California 92064 T 858.413.2400 F 858.413.2440 www .iecorporation.com I /, B-4 (5') NO G.W. BSERV ' + DA 1E INITIAL ENGINEER OF WORK PARTY RESPONSIBLE FOR MAINTENANCE: NAME: OLIVENHAIN MUNICIPAL WATER DISTRICT ADDRESS: 1966 OLIVENHAIN ROAD ENCINITAS, CA 92024 PHONE NO. (760) 753-6466 PLAN PREPARED BY: NAME: DAVID PADILLA CONTACT COMPANY: INFRASTRUCTURE ENGINEERING CORP. ADDRESS: 14271 DANIELSON STREET POWAY, CA. 92064 PHONE NO. (858) 413-2400 CHAD WILLIAMS SIGNATURE BMP NOTES CERTIFICATION ____ _ 1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS OR THESE PLANS. 2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WI THOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND INSTALLATION. 5. REFER TO MAINTENANCE AGREEMENT DOCUMENT . 6. SEE PROJECT SWMP FOR ADDITIONAL INFORMATION. BMP TABLE SDBMP, INSPECTION* MAINTENANCE * BMP ID# BMPTYPE SYMBOL CARLSBAD OR QUANTITY DRAWING NO. SHEET NO.(S) FREQUENCY FREQUENCY CASQA NO. TREATMENT CONTROL @@ PERVIOUS CONC. [Y 'F'fi 17 SD-6B 2,350SF. 502-9A 13-15 SEMI-ANNUALLY SEMI-ANNUALLY PAVEMENT TC-10 ~ PERVIOUS @ @) INTERLOCKING SD-6B 1,706 SF. 502-9A 14, 15 SEMI-ANNUALLY SEMI-ANNUALLY PAVERS TC-10 @-@ POROUS PAVING -o 0o°-o 00°0 °0C:o o "o °o "0 '1 SD-6B 1,001 SF. QUARTERLY ooa0 oooo~ 502-9A 13 SEMI-ANNUALLY GRASS o0oo000.,00°o',0ooo TC-10 O:C:o~o~o0,;,"°c,000:,fo~ HYDROMODIFICATION & TREATMENT CONTROL CD BIOFILTRATION ~ m PR-1 271 SF. 502-9A 14 QUARTERLY SEMI-ANNUALLY 0 BIOFILTRATION PR-1 420 SF. 502-9A 14 QUARTERLY SEMI-ANNUALLY G) BIOFILTRATION ~ m PR-1 491 SF. 502-9A 15 QUARTERLY SEMI-ANNUALLY © BIOFILTRATION PR-1 2,451 SF. 502-9A 15 QUARTERLY SEMI-ANNUALLY ® BIOFILTRATION ~ ll PR-1 550 SF. 502-9A 13 QUARTERLY SEMI-ANNUALLY ® BIOFILTRATION PR-1 1,762 SF. 502-9A 16 QUARTERLY SEMI-ANNUALLY HYDROMODIFICATION ® WET VAULT ® MP-50 (INCLUDES CISTERN) LOW IMPACT DESIGN (L.I.D.) 0-@ ROOF DRAIN TO • SD-1 1 14 EA. 502-9A 13-15 ANNUALLY ANNUALLY LANDSCAPING @)-@ INLET FILTER Ill MP-52 7EA. 502-9A 13-15 SEMI-ANNUALLY ANNUALLY ® VEGETATIVE FT-1 c::::::::> OSF. SWALE TC-30 SITE DES IGN ®-® STREET TREES 0 SD-1 4EA. 502-9A PER ANNUALLY ANNUALLY LANDSCAPE @ CISTERN 0 HU-1 1 EA. / 660 GAL. 502-9A 14 SEMI-ANNUALLY ANNUALLY SOURCE CONTROL @ TRASH w GS-16 1 EA. 502-9A 13 SEMI-ANNUALLY ANNUALLY ENCLOSURE @)-@ STENCILS NO DUMPING SD-13 16 EA. 502-9A 13-15 ANNUALLY ANNUALLY ORA.INS TO OCEAN * PRIOR TO THE RAINY SEASON (OCT 1 THROUGH APR 30) '' AS BUILT" RCE __ _ EXP, ___ _ DATE REVIE\JED BY: C-32 INSPECTOR DATE w CITY OF CARLSBAD w 2 ENGINEERING DEPARTMENT 2 GRADING PLANS FOR: "OLIVEN HAIN MUNICIPAL WATER DISTR ICT" (NEW AND REMODELED OPERATIONS AND ADMINISTRATION FACILITIES) SINGLE SHEET BMP SITE PLAN GR 2017-0019 APPROVED: JASON s. GELDERT CITY ENGINEER RCE 63912 EXPIRES 9 /30 /20 DATE RE VI SION DESCRIPTION DATE INITIAL OATE INITIAL OTHER APPROVAL CITY APPROVAL OWN BY: Kl PROJECT NO. DRAWING NO. CHKD BY: DP SOP 16-07 502-9A RVWD BY: RW ATTACHMENT 5 BMP MANUFACTURER PRODUCT DATA AND MAINTENANCE PROCEDURES 100% Grass Covered Porous Pavement Grasspave2 Flexible Plastice Porous Pavement Grasspave2 protects and en- hances the environment in three ways: First, made from JOO% recycled plastic, Grasspave2 keeps common consumer and in- dustrial products from going into landfills. Second, grass paving directly improves the environ- ment by recharging water tables on site (reducing flooding hazards downstream), reducing sources of oils and solvents from asphalt, absorbing carbon dioxide, and creating oxygen. Third, it en- hances the beauty and quality of the built environment -replacing hot asphalt paved areas with cool, sparking green lawn-like Product Description Grasspave2 has thin-walled independent plastic rings con- nected by an interlocking geogrid structure, which, because it is installed below the surface, is invisible in the completed project. While the rings are rigid, the grid itself is flexible, which makes it easy to install on uneven grades, and reduces usual cut and fill requirements. The rings transfer loads from the surface to the grid structure and engineered base course material below, thus preventing compac- tion of the upper root zone of the grass. A single ring supports small loads, such as shoes; several rings support tires and large loads. The rings also act to contain the root zone medium (sand) and prevent lateral migration away from tires, feet, or other loads. This protects the grass root system, enabling roots to grow deep into the porous base course. The result is healthy, green turf at the surface. One person can easily install the Grasspave2 rolls at a rate of 70m2 (750 ft2) per hour, plus time for base course preparation and grass installation (seeding, sod or sprigging). Step-by-step instructions are included in our Installation Instructions, which accompany each order. Features and Benefits • Allows 100% grass coverage instead of asphalt • Made from I 00% post consumer plastic • High strength to weight load-bearing capacity • Supports vehicular and pedestrian traffic • Ma,ximum porosity • Low to zero runoff r ID ~ . "' ~ r .. ai :::;. • Free air/water movement • Permits more trees • Cooler site • Greater oxygen • Removes air pollutants • Can preserve existing trees • Helps to meet "Green Coverage Codes" • Fast, low cost installation • Competes in cost with asphalt paving • No gutter and rain system needed • No added land required for detention facilities • Lower life cycle costs Orus,hyd,.,._ or-(lhln) Sandlll Applications Oruspave2 · 1 in, 2.5 cm ----......si;..,__ Hydrogrow Sand and gravel bMe 00UIN • 8 In lo 12 In ~-'--~ ~rade Specifications • Church/employee parking • Overflow and event parking • Golf cart paths • Residential driveways • Firelanes Unit Size -20"x 20"x I" (50 x 50 x 2.5cm) Unit Weight-18oz (510 grams) Strength -5720psi (402kg/cm2) Connector Pull Apart Strength (Tensile) -458 lbf/in Color -Black Resin -100% recycled HDPE with 3% carbon black Shipped in Rolls (431 sq ft standard, other roll sizes available) Invisible Structures, Inc. 1600 Jackson Street, Suite 3 I 0 www.invisiblestructures.com Golden CO, 80401 800-233-1510 Fax: 800-233-1522 ©ISi, US Patent #5,250,340 Strength of Grass Paving Structures Many designers have questioned the strength of grass paving reinforcement structures to determine suitability for specific traffic and load bearing applications, and to compare products made by different manufacturers. We at Invisible Structures, Inc. would like to assure you about product strength as a design issue, and clarify all of the data contained in various forms of product information. All Grass Paving Structures are Strong Enough to Support the Heaviest Vehicles allowed on Highways! This statement is made after analyzing all of the product specifications in this industry and translating the load bearing test data to a common factor. We at !SI prefer to use pounds per square inch (psi, or kPa for metric), because it is easy to relate to on a personal level, and it relates directly to tire pressure ratings -the amount of pressure applied to a surface by the tire contact area. How Much Strength is Needed? Heavy truck tire pressures for vehicles used on public highways is usually a maximum of 120 psi (827 kPa). These vehicles generally carry loads that average less than 5000 lbs (2268 kg) per tire, which means a contact area usually less than 6.5" x 6.5" (16.5 cm x 16.5 cm). Outriggers, found on fire trucks, are also designed to not exceed this pressure. Extremely High Compressive Strength Grasspave2 is extremely strong. Independent lab compression tests show Grasspave2 with a load bearing capacity of 15,940 psi (2.29 million pounds per square foot -109,906 kP A). Thus, the design safety factor is 15,940psi/120 psi = 132.8 x. This equates to nearly a 133 times safety factor for any street legal vehicle. Base Strength is Critical All grass paving reinforcement structures are designed for two primary functions - • transfer loads through the walls of the structure to prevent compaction, and • provide small cellular confinement areas for optimal growth and protection of the grass root zone. As with other forms of pavement design, grass (porous) paving must be provided with a rigid base below the structure to receive and spread the loads transferred through the structure. Some measurable load spreading capacity exists on the bottom of all grass paving structures, including the flexible grid of Grasspave2, but we discount this value to simplify calulations and further increase the safety factor. Calculating the depth and composition of materials for the base course incorporates the same design criteria as for other pavements, such as: • load bearing capacity of native sub soil, • plasticity or impact of moisture, • frost heave potential, • traffic frequency and/or duration. Golf carts and pedestrian traffic may require a thin base course (perhaps nothing over sandy gravel soils) which may amount to 2" to 4" (5 -10 cm) over very weak soils. Buses, trucks and fire trucks can easily require 8" to 12" (20 -30 cm) or more depth of base course, and frequently the use of a geotextile below the base to prevent integration with sub soils. Load Factor Equivalents Assuming a given tire pressure of 120 psi, the following load factors would be equal: • 17,280 lbs per square foot • 8.64 tons per square foot • 20,000 lbs per axle (4 tires) • 432% of HlO rear axle load • 216% of H20 rear axle load Note: an H20 Design Grasspave2 Compared to Loading Values Vel1icle is theoretical and does not really exist. The psi psf US Ton/sf kPA tonnes/m2 axle load would be illegal on 1-------------------------------------I most public highways. Product Standard Truck Tire Standard car Tire Fire Truck Outrigger DC-1 0 Airliner Concrete 120 40 80 250 3000 17,280 5760 11,520 36,000 432,000 8.64 2.88 5.76 18 216 827 276 552 1724 20,684 84 28 56 176 2109 © Invisible Structures, Inc. 1600 Jackson St., Ste 310 Golden, CO 80401 800-233-15 l 0 invisiblestructures.com ' t , ~ JJJ.'.i'.l-cJJiJJ-=i Structures, inc. A.G. Wassenaar 2180 S outh Iv anhoe Street, Suite 5 D e n v er, Colorado 80222-5710 Geotechnical and Environmental Consultants 303-769-8100 Fax 303-766-2920 www.agwassenaar.com ASTM D1621-10 COMPRESSIVE STRENGTH RESULTS MARCH 13, 2015 Grasspave2 Sand-filled Ring Units Source: 100% Recycled HDPE Resins Form Tested: Four sand-filled Rings attached by grid and confined by taping (see photographs) Total Load Gross Area Net Area Deflection Samgle No. (lbs) Strength (gsi) Strength (gsi) (in.) 1 2 3 Note: 1. 2. 3. 4. 5. 500,000* 15,940 15,940 0.575 500,000* 15,940 15,940 0.581 500,000* 15,940 15,940 0.579 Average 15,940 15,940 0.578 *Maximum total load was not achieved, 500,000 pounds is the maximum load of this testing machine. Testing Machine: Forney Model No. F-502F-F96 Serial No. 03040 Capacity: 500,000 pounds Silica Sand: Oglebay/Norton washed silica sand, Colorado Springs, Colorado Sand was confined by taping ring edges. Area calculated is the total gross and net area including the area filled by sand. TABLE I H-20 and HS-20 loading H 20 Loading 8000 lbs 32,000 lbs Dynamic Load Sample Calculation Wheel load = WL= 16,000 lbs (32,000 lb axle/ 2) Dynamic Force = F d = 1.2 (20% greater than static force) Spread Area = A= 1496 si (12" cover w/45 degree angle) Weight of base = dy = 0.97 psi (12" road base@ 140 lbs/cf} Ova = (WL x F d / A) + dy ova= (16,000 lbs x 1.2/1496 si) + 0.97 lbs Ova= 13.8 psi 13.8 psi (95 kPa) on Ralnstore3 Rainstore3 has been independently field and labaratory tested to meet H-20 Bridge Loading. Grasspave2, Gravelpave2, and Slopetame2 can withstand 15,940 psi with fill material (109,906 kPa) or 2.29 lbs/sq ft.* *Tested 3/2015. H-25 Loading 10,000 lbs 40,000 lbs • AASHTO 3.30 TI re Contact Area 8000Ibs HS-20 Loading 0 32,000 lbs 32,000 lbs Surface Pressure 32,000 for the rear axle 32,000 lbs / 2 tires per rear axle = 16000 lbs 200 square inches contact* (20"x 10") 16000 lbs / 200 sq inches = 80 psi 80 psi (552 kPa) static . ~ ,i ~ Structures, inc:. invisiblestructures.com 800-233-1510 HS-25 Loading -----~ 10,000 lbs 40,000 lbs 40,000 lbs rev 7/2015 Heavy Fire Truck & H-20 Loading Max 110 psi 80000 lb Light Fire Truck & H-15 Loading Typical 85 psi 60 000 lb Utility & Delivery Truck & H-10 Loading Typical 60 psi 40 000 lb Cars & Pick-Up Truck Access Typical 45 psi 8 000 lb Trail Use <1,000 lb Design Guideline Depth of Engineered Base Recommendations Grasspave2 and Normal Traffic Occassional Passes Infreauent Passes CBR 2-4 I CBR >4 CBR 2-4 ICBR >4 CBR 2-4 ICBR >4 14in 12-14 in 12-14 in 12in 12in 10-12 in 12in 10-12 in 10 in 8-10 in 8-10 in 8 in 8-10 in 8in 8-10 in 6-8 in 6-8 in 6 in 6-8 in 6in 6 in 4-6 in 4-6 in 2-4 in Gin 4-6 in 2-4 in 0-2 in None None ALL DESIGNS SHOULD BE CHECKED BY A CERTIFIED ENGINEER (BLANK) f]ushman TOP VIEW STRAINER BASKET Material: Polypropylene Color: Black Dimension: 16" x 4" Mesh: 20x20 S.S. COVER Material: Polypropylene Color: Black Diameter: 16" Holes: 2 -4" K.O. 1 -3 " Precut SIDE VIEW TANK Material: Polyethylene Ribs: 4 OVERFLOW Material: Polypropylene Diameter: 3" SDR 35 FITTINGS Type: Height: Diameter: Bulkhead 0 22"/60° 0 4"/180° 0 4"/300° 1" NPT FEATURES www.bushmanusa.com © OVERFLOW 3'8" Strainer Overflow ► BlPT660 ACC. PORT o· o· Acc. Port DIAMETER 5'11" (1.81m) APEX 4'0" (1.22m) Fitting ORDER BLPT 660 ex PX 53' Truck Load Quantity = 12 COlORS Corporate Headquarters a Tank Conflguratlon------ BLPT -Bushman Low Profile Round Tank a Capacity 660 U.S. Gallons (548 Imperial Gallons, 2500 Liters) • Color co -Black C3 -Forest Green C4 -Mocha Brown cs -Brick Red • Package P1 -Basic Tank System, Package 1 P2 -Premier System, Package 2 P3 -Signature System, Package 3E • Tank dimensions may prohibit LTL shipping. • Specifications are subject to change without notice. • Dimensions are approximate and may vary BLACK GREEN ' MOCHA • Actual colors will vary. Canada 26040 Ynez Road, P.O. Box 893051 Temecula, California 92589-3051 866.920.8265 (p) 6185Tomken Road, Unit 3-5 Mississauga, Ontario L5T1 X3 800.387.8332 (p) 905.565.8282 (f) 951 .296.6123 (f) www.bushmanusa.com BRICI( Revised 0211 BushmanTM Connection Kit (BCK) for Above Ground Rainwater Harvesting Systems B ushman offers the Bushman Connection Kit (BCK) to provide all of the accessories required for installation of a com- plete above ground rainwater harvesting system. The kit is contained in a single package designed for use as a workbench. Step-by-step instructions are also included for easy installation. Package Dimensions: 7" X 14" X 87" (178mm x 356mm x 2.2 lm) Bushman Connection Kit "Package Workbench" with step-by-step installation instructions, Part No. BCK000J Conductor Debris Separator and Downspout Pipe ra:~---Pipe Mounting Clamps (3) ~:-:----Water Diverter Assembly l-f'll-+..,.'-":-------Overflow Elbow Inlet Pipe and Elbow Connector ~-'-:----Overflow Downspout (Not included in kit) Typical Above Ground Rainwater Harvesting System with kit contents installed (Matching paint not included in kit) The Bushman Connector Kit provides all of the components necessary for completing a rainwater harvesting installation. It includes: One Water Diverter Assembly One Conductor Debris Separator Two 3" diameter 6-ft. sections of pipe (for Downspout and Inlet connections) One 4" diameter 6-ft. section of pipe (for Water Diverter Assembly) 90° Elbow for Inlet connection Three pipe clamps and mounting hardware One can of grey primer paint (Matching paint to be purchased locally) One paint brush "Workbench" package with step-by-step installation instructions Water Diverter Assembly Conductor Debris Separator Two 3" diameter 6-ft. sections of pipe (for Downspout and Inlet connections) and one 4" diameter 6-ft. section of pipe (for Water Diverter Assembly) Kit Dimensions Width: 14" (356mm) length : 87" (2.21 m) Height: 7" (178mm) Weight: 36 lbs. (1 6.3kg) Grey primer paint and brush Three pipe clamps ( mounting hardware not shown) Ordering Information ------- Part No. Description Quantity BCK000l Bushman Connection Kit (BCK) for Above Ground Rainwater Harvesting System* 1 each "For all sizes except BSLT130. Contact Bushman for mformallon on BCK0002 Kit designed for BSLTI 30 system. • • Canada: Bushman, Canada 6185 Tomken Road, Unit 3 -5 Mississauga, Ontario L5Tl X3 Tel. 800.387.8332 Fax. 905.565.8282 www.bushmancanada.com Bushman is a trademark of Channell Commercial Corporation. BUSHMAN SAVING CANADP:S AND AMERICA'S WATER Americas: Bushman, USA 26040 Ynez Road, P.O. Box 893051 Temecula, CA 92589-3051 Tel. 866.920.TANK (8265) Fax. 951.296.6123 www.bushmanusa.com Printed in USA CH07-129 5M0308MTA f]ushman PARTS PARTS INCLUDED A. First Fllush Filters B. Float Ball C. Downspout Shim D. Debris Separator E. Mounting Screws F. Mounting Brackets ASSEMBLY PARTS NOT INCLUDED G. 4., SDR 35 or ASTM 2729· PVC pipe H. 3 .. SOR 35 .. r' Fitting I. 3., SDR 35 or-ASTM 2729 PVC pipe. J. 3" SDR 35 o r ASTM 2729 PVC plpo. K. 3 ~ SOR 35 or ASTM 2729 90° Elbow L. 4., to 3 "' SDR 35 or ASTM 2729 reducer M. 4 .. to r SDR 35 or ASTM 2729 reducer www.bushmanusa.com BUSHMAN PART NUMBER m IJ II TANK TANK INSTALLATION INSTRUCTIONS CHANN E LL BUSHMAN Channell-Bushman Tank Installation Guide Congratulations on your selection of a CHANNELL-BUSHMAN Tank and/or Connection Kit. CHANNELL-BUSHMAN is known around the world for its quality products. Your purchase of a CHANNELL-BUSHMAN tank demonstrates your commitment to water conservation. CHANNELL-BUSHMAN has designed and manufactured your tank to give you long, trouble-free service. In the unlikely event that a manufacturing fault emerges, it will be fixed or replaced at no cost to you. Please see our limited warranty document attached for details. The important information included in this Installation Guide will help you prepare for the arrival and installation of your CHANNELL-BUSHMAN tank. Remember, your tank must be installed correctly to ensure long life and so as to not void your warranty. If you have any concerns or questions, please call us at: 1-866-920-8265 in the United States, or 1-800-387-8332 in Canada. Be aware that the tank is a confined space. Do not eyer attempt to enter the tank. Securing Your Tank When your tank arrives, please put at least 1" of water into the tank or otherwise secure it from being blown away by unexpected winds. BUSHMAN takes no responsibility for tanks being damaged in this manner. Above Ground Tank Positioning on a Pad 1. Prepare a reinforced concrete pad that is level and greater than the footprint of the tank; another option is to prepare an earth ring greater than the footprint of the tank so that no part of the tank is bearing on the wall. Fill is to be consolidated material with 2 to 3 inches of sand or gravel on the top surface. 2. Locate your water tank near an existing downpipe/downspout (refer to TANK ORIENTATION illustration). Your diverter kit comes with pre-fitted sections of pipe (six feet long). Therefore, the tank inlet should be within a six foot radius of the down-pipe. 3. The tank is moved into position. If positioning requires a crane or other equipment, this cost is at the purchaser's expense. 4. The tank must be tied down to prevent it from being blown away. Adding an inch or two of water in the tank will help keep it secure. Channell-Bushman USA Page 1 of 2 02002482 Rev. F 9/15/11 TANK INSTALLATION INSTRUCTIONS CHANN E LL BUSHMAN Channell-Bushman Tank Installation Guide Above Ground Tank Positioning on a Structure 1. Prepare a structure that has hardwood decking with gaps no greater than 1 inch. The decking should be supported structurally by bearers strong enough to prevent sagging of the decking when the tank is full. 2. Locate your water tank near an existing downpipe/downspout (refer to TANK ORIENTATION illustration). Your diverter kit comes with pre-fitted sections of pipe (six feet long). Therefore, the tank inlet should be within a six foot radius of the downpipe. 3. The tank must be lifted into place by crane or similar equipment (equipment hire is at purchaser's expense). 4. The tank must then be tied down to the tank stand to prevent it from being blow away. Adding an inch or two of water in the tank will help keep it secure. Warranty Be sure to fill-out and return the enclosed Limited Warranty Activation Card in order to register your product with us. Winterizing Your Tank The water in your storage tank system is at risk for freezing in the winter months, depending upon your climate and geography. Bushman recommends that you winterize your tank when there is the threat of freezing weather. The best solution is to drain your tank system. Be certain to drain any excess water from all hoses, and make sure any pump units are dry. Please note that our limited warranty programs do not cover any damage resulting from freezing conditions. Channell-Bushman USA Page 2 of 2 02002482 Rev. F 9/15/11 (BLANK) 0 Oldcastle Precast" Q __________ _ FLOGARD® CATCH BASIN INSERT FILTER Catch basin insert designed to capture sediment, gross solids, trash and petroleum hydrocarbons from first-flush flows, even during the most extreme weather conditions Example Types, Sizes and Capacities Additional sizes, including regional and custom options are available MODEL NO. STANDARD DEPTH FGP· 1633FGO FGP-1836FGO FGP-2234FGO FGP-2436FGO MODEL NO. STANDARD DEPTH FGP-12F FGP-16F FGP-18F FGP-1836F FGP-21F FGP-24F FGP-2436F FGP-2448F FGP·32F-TN FGP-30F FGP•36F FGP·3648F FGP-48F FGP-1633F FGP-2234F MODEL NUMBER FGP-RF15F FGP-RF18F FGP-RF20F FGP-RF21F FGP-RF22F FGP-RF24F FGP-RF30F FGP-RF36F RoGard Combination Inlet SPECIFIER CHART STANDARD & SHALLOW DEPTH STANDARD DEPTH SHALLOW DEPTH (Data in these columns is the same for ·20 Inches--12 Inches• both STANDARD & SHALLOW versions) MODEL NO. INLET ID GRADE OD TOTAL SOLIDS SOLIDS FILTERED FILTERED Inside Out5ide BYPASS STORAGE SHALLOW STORAGE Oimc-nsJon Dimension CAPACITY CAPACITY FLOW DEPTH CAPACITY FLOW [lnctuinch) (Inch X Inch) (cu. ft/sec.) (cu. fL) (CU, ~ / HC,) (CU. fl ) (cu. ft./ sec.) 16X 33 18X36 7.0 2.5 1.7 FGP-1633FGD8 1.4 1.1 18X36 18X40 6.9 2.3 1.6 FGP-1836FG08 1.3 .9 22X34 24X36 8.1 3.6 2.1 FGP-2234FG08 2.1 1.4 24X36 24X40 8.0 3.4 2.0 FGP-2436FG08 1.95 1.15 Combination Inlet FloGard Flat Grated Inlet SPECIFIER CHART STANDARD & SHALLOW DEPTH STANDARD DEPTH SHALLOW DEPTH (Oata in these columns ls the ume for -20 Inches• ·12 Inches· both ST ANDA RD & SHALLOW ve,sion.l MDDELNO. INLET ID GRADE OD TOTAL SOLIDS SOLIDS FILTERED FILTERED Inside Outside BYPASS STORAGE SHALLOW STORAGE Ok'llensJon Dimension CAPACITY CAPACITY FLOW DEPTH CAPACITY FLOW Onchx Inch) (Inch x Inch) (cu. fl / sec.) (cu. fl) (C\J. fl/ sec.) (C\J. fl) (C\J, fl/m;.) 12Xl2 12Xl4 2.8 0.3 0.4 FGP-12F8 .15 .25 16Xl6 16Xl 9 4.7 0.8 0.7 FGP·l6F8 .45 .4 18Xl8 18X 20 4.7 0.8 0.7 FGP-18F8 .45 .4 18X 36 18X40 6.9 2.3 1.6 FGP-1836F8 1.3 .9 22X22 22X 24 6.1 2.2 1.5 FGP-21F8 1.25 .85 24 X24 24X 27 6.1 2.2 1.5 FGP-24F8 1.25 .85 24X 36 24 X40 8.0 3.4 2.0 FGP-2436F8 1.95 1.15 24 X48 24X48 9.3 4.4 2.4 FGP-2448F8 2.5 1.35 28X28 32X 32 6.3 2.2 1.5 FGP·32F8-TN 1.25 .85 30X30 30X34 8.1 3.6 2.0 FGP-30F8 2.05 1.15 36X36 36X40 9.1 4.6 2.4 FGP-36F8 2.65 1.35 Flat-Grated Inlet 36X48 40X 48 11.5 6.8 3.2 FGP-3648F8 3.9 1.85 48X48 48X 54 13.2 9.5 3.9 FGP-48F8 5.45 2.25 16X 34 18X36 6.9 2.3 1.6 FGP-1633F8 1.3 .9 22X 34 24 X36 8.0 3.4 2.0 FGP-2234F8 1.95 1.15 FloGard Circular Grated Inlet SPECIFIER CHART INLET ID GRADE OD SOLIDS STORAGE FILTERED FLOW TOTAL BYPASS (inches) (inches) CAPACITY (CU FT) (CSF) CAPACITY (CFS) 15 18 0.3 0.4 2.8 18 20 0.8 0.7 4.7 20 23 0.8 0.7 4.7 21 23.5 0.8 0.7 4.7 22 24 0.8 0.7 4.7 24 26 0.8 0.7 4.7 30 32 2.2 1.5 6.1 36 39 3.6 2.0 8.1 Circular Frame Catch Basin Call us today (800) 579-8819 or visit our website for detailed product information, drawings and design tools at www.oldcastlestormwater.com (800) 579-8819 oldcastlestormwater.com 0 Oldcastle Precast• ClS.5_~_CfilID'_\il. © 2017 Oldcastle Precast, Inc. MODEL FF-12D FF-16D FF-18D FF-1836SD FF-1836DGO FF-24D FF-2436SD FF-24DGO FF-2436DGO FF-36D (2 PIECE) FF-3648D (2 PIECE) SPECIFIER CHART INLET ID GRATE OD COMMENTS 12" X 12" 15" X 15" GRATED INLET 16" X 16" 18" X 18" GRATED INLET 18" X 18" 20" X 20" GRATED INLET 18" X 36" 18" X 40" GRATED INLET 18" X 36" 18" X 40" COMBINATION INLET 24" X 24" 26" X 26" GRATED INLET 24" X 36" 24" X40" GRATED INLET 24" X 24" 18" X 26" COMBINATION INLET 24" X 36" 24" X40" COMBINATION INLET 36" X 36" 36" X40" GRATED INLET 36" X 48" 40" X48" GRATED INLET < < < OPTIONAL FOSSIL ROCK ABSORBANT POUCHES --;---- FOUR EACH. STAINLESS STEEL FILTER FRAME ---'-- WITH RUBBER GASKET. POLYPROPYLENE GEOTEXTILE -----,.._ FILTER ELEMENT. STAINLESS STEEL SUPPORT HOOK. ----'--- FOUR EACH. NOTES: 1. Filter insert shall have a high flow bypass feature. 2. Filter support frame shall be constructed from stainless steel Type 304. 3. Filter medium shall be Fossil Rock ™, installed and maintained in accordance with manufacturer specifications. 4. Storage capacity reflects 80% of maximum solids collection prior to impeding filtering bypass. FloGard® CATCH BASIN. __ ...._ (BY OTHERS) 02~$~~~: GRATE. (BY OTHERS) Catch Basin Insert Filter Grated Inlet St le 7921 Southparl< Plaza, Suite 200 I Lltdeton, CO 180120 I Ph: 800.579.88191 oldcasdeslormwater.com THIS OOQJMENT IS Tl£ PROPERTY Of OIDCASTLE PRE CAST, It«:. IT IS SIJ!MITTED FOR REFEREHCE PIWOSES CRY >m SIW.I. NOT BE USED N NN WAY INJURIOUS T011£ INTERESTSOf SAIOCOIN'ANY. COPYRIGIIT020160LIJCASTLE PRECAST, INC. ALL RIGHTS RESERVED. Inlet Filtration DRAWING NO. REV ECO EC0-0142 DATE FG-0001 E JPR 7 13 16 JPR 12/18/06 SHEET 1 OF 2 T""" 0 0 0 I '"\ FILTER FRAME.---------- GRATE FRAME. ---+-:----"--+----i (GRATE NOT SHOWN FOR CLARITY) • • •• 4 .. .... a . ., OPTIONAL FOSSIL ROCK™ ABSORBANT POUCHES. a • •, .: .:3 • •• .. A •• • . ~ 4 • .. .. , ·.· ... CON CRETE DROP INLET. (BY OTHERS) . . . .. · . . --·• .. · . . . · .. • ..... . •.• . PAVEMENT SURFACE. (BY OTHERS) . ~ . . .. REFER TO SPECIFIER CHART ---- FOR CATCH BASIN & FILTER SIZING. SEE SHEET 1 OF 2. FOSSIL ROCK TM ----1--.,-ttru ABSORBANT POUCHES. ' . CONCRETE DROP INLET. --- (BY OTHERS) . ' a 'a ' ' . . ' . ' • a PAVEMENT SURFACE. 8.50" --OUTLET SECTION VIEW Inlet Filtration FloGard® Catch Basin Insert Filter Grated Inlet St le c-Oldcastle® ......_Ill Stormwater Solutions 7921 Southpark Plaza, Suite 200 I LIIUeton, CO 180120 I Ph: 800.579.8819 I oldcastlestormwater.com THIS DOCUMENT IS THE PROPERTY CE OUlCASTLE PRECAST. INC. IT IS Sl&\ITTED FOR REFERENCE PURPOSES OIi. Y MO SHALL NOT BE USED IN ANY WAY INJURIOUS TD THE INTERESTS CE SAID eot,f>ANY. COPYRIGHT C 2016 OI.DCASTLE PRECAST. INC. All RIGHTS RESERVED. DRAWING NO. REV ECO EC0-0142 DATE FG-0001 E JPR 7 13 16 JPR 12/18/06 SHEET 2 OF 2 FLOGARD +PLUS® Technical Note Independent field tests conducted in Hawaii and New Zealand on FloGard +PLUS® Catch Basin Insert Filters to determine removal efficiency of Total Suspended Solids (TSS). Results were extrapolated to a typical street deposited sediment particle size. Removal efficiencies were plotted and reflect effective TSS removal over a typical range of operating flow rates. Results are shown below as a function of unit internal surface area. FloGard +Plus® TSS Removal Typical Urban Runoff Distribution• •extrapolated from available field IHI data '" ~8 p-1--~========~~§~~::::::::~~ * i, ~8 -!-----------------~ ~ 2g t:===:::;====:;:::===:::;====:;::===:::;;::===:;::===:::;;:::::::J 0 20 40 60 80 100 120 140 Flux (gpm/aq It) • FloGard +Plus -Linear (FloGard +Plus) Street Deposited Sediment Typical Particle Size Distribution from urban runoff TSS survey data 100 1000 Particle Size (micron) 10000 -Woodward-Clyde (1997) -+-Honolulu Street Sediment (2004) FloGard +PLUS® Catch Basin Insert Filter is an efficient inlet prefilter designed to remove suspended sediment and floatable trash and hydrocarbons from stormwater runoff in new or retrofit applications. It is ideally suited for removal of primary pollutants from paved surfaces in commercial and residential areas, or may form part of a treatment train. The device features a unique dual-bypass design, durable components, flexible installation options and easy maintenance access. www.OldcastleStormwater.com I 800-579-8819 Units are sized to fit most common styles of drainage inlet grate frames or inlet widths. Rated filtered flow capacities for each model typically exceed the required "first flush" treatment flow rate, and account for reduction in capacity as the unit accumulates suspended pollutants. Rated bypass capacity for each model also typically exceeds the inlet capacity of the catch basin. FloGard +PLUS• Test Results Summary Testing Agency % TSS Removal UCLA 80' U of Auckland Tonkin & Taylor LTD 95" 78-86'" (City of Auckland) Uof Hawaii 80'" (City of Honolulu) •sand larger than~ 575 pm "Sand distribution~ 100-1000 pm % Oil & Grease Removal 70-80 '"Local street sweep material (distribution consistent with NURP) See product specifications for standard model details . • Stormwater FLOGARD+PLUS® CATCH BASIN INSERT FILTER A division of Oldcostle Precast Inspection and Maintenance Guide • Stormwater SCOPE: Federal, State and Local Clean Water Act regulations and those of insurance carriers require that stormwater filtration systems be maintained and serviced on a recurring basis. The intent of the regulations is to ensure that the systems, on a continuing basis, efficiently remove pollutants from stormwater runoff thereby preventing pollution of the nation's water resources. These specifications apply to the FloGard+Plus® Catch Basin Insert Filter. RECOMMENDED FREQUENCY OF SERVICE: Drainage Protection Systems (DPS) recommends that installed FloGard+Plus Catch Basin Insert Filters be serviced on a recurring basis. Ultimately, the frequency depends on the amount of runoff, pollutant loading and interference from debris (leaves, vegetation, cans, paper, etc.); however, it is recommended that each installation be serviced a minimum of three times per year, with a change of filter medium once per year. DPS technicians are available to do an onsite evaluation, upon request. RECOMMENDED TIMING OF SERVICE: DPS guidelines for the timing of service are as follows: 1. For areas with a definite rainy season: Prior to, during and following the rainy season. 2. For areas subject to year-round rainfall: On a recurring basis (at least three times per year). 3. For areas with winter snow and summer rain: Prior to and just after the snow season and during the summer rain season. 4. For installed devices not subject to the elements (washracks, parking garages, etc.): On a recurring basis (no less than three times per year). SERVICE PROCEDURES: 1. The catch basin grate shall be removed and set to one side. The catch basin shall be visually inspected for defects and possible illegal dumping. If illegal dumping has occurred, the proper authorities and property owner representative shall be notified as soon as practicable. 2. Using an industrial vacuum, the collected materials shall be removed from the liner. (Note: DPS uses a truck-mounted vacuum for servicing FloGard+Plus catch basin in serts.) 3. When all of the collected materials have been removed, the filter medium pouches shall be removed by unsnapping the tether from the D-ring and set to one side. The filter liner, gaskets, stainless steel frame and mounting brackets, etc., shall be inspected for continued serviceability. Minor damage or defects found shall be corrected on-the-spot and a notation made on the Maintenance Record. More extensive deficiencies that affect the efficiency of the filter (torn liner, etc.), if approved by the customer representative, will be corrected and an invoice submitted to the representative along with the Maintenance Record. 4. The filter medium pouches shall be inspected for defects and continued serviceability and replaced as necessary and the pouch tethers re-attached to the liner's D-ring. See below. 5. The grate shall be replaced. REPLACEMENT AND DISPOSAL OF EXPOSED FILTER MEDIUM AND COLLECTED DEBRIS The frequency of filter medium exchange will be in accordance with the existing DPS-Customer Maintenance Contract. DPS recommends that the medium be changed at least once per year. During the appropriate service, or if so determined by the service technician during a non-scheduled service, the filter medium will be replaced with new material. Once the exposed pouches and debris have been removed, DPS has possession and must dispose of it in accordance with local, state and federal agency requirements. DPS also has the capability of servicing all manner of storm drain filters, catch basin inserts and catch basins without inserts, underground oil/water separators, stormwater interceptors and other such devices. All DPS personnel are highly qualified technicians and are confined space trained and certified. Call us at (888) 950-8826 for further information and assistance. 2 FLOGARD+PLUS® CATCH BASIN INSERT FILTER BUILDING STRUCTURES COMMUNICATIONS OUR MARKETS ·"'-.. . .,, . . 19 ' fl'_ . ••• - WATER 0 Oldcastle P t" I www.oldcastlestormwater.com recas 800-579-8819 ENERGY TRANSPORTATION • Stormwater