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CDP 08-13; Green Dragon Colonial Village; Storm Water Management Plan; 2012-04-19
STORM WATER MANAGEMENT PLAN For GREEN DRAGON COLONIAL VILLAGE DWG. 464-7A S.D.P. 08-031 C.U.P. 08-08 C.D.P. 08-13 SW]VIP#0927 Prepared: August 20, 2009 Updated: November 10, 2009 Updated: December 15, 2009 Updated: November 8, 2011 J.N. 081240-5 Prepared By: O'DAY CONSULTANTS, INC. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92010-6609 (760) 931-7700 George O'l/ay, RCE 320J^, Exp. 12/31/12 / Date CD CO DC TABLE OF CONTENTS TABLE OF CONTENTS 1 1. PROJECT SETTING 3 2. APPLICABLE STORMWATER STANDARDS 4 2a. Storm Water Standards Questionnaire 4 2b. HMP Applicability Determination 4 3. IDENTIFY POLLUTANTS OF CONCERN 4 3a. Identify pollutants associated with type of project/use 4 3b. Identify watershed, hydrologic unit basin and receiving waters ...4 3c. List impaired water bodies 4 3d. Beneficial uses of receiving water 5 3e. Summarize primary pollutants of concem 6 4. SOURCE CONTROL MEASURES 6 4a. Description of site activities and potential sources of pollutants ..6 4b. Stormwater Pollutant Sources and Source Controls 6 5. LOW IMPACT DEVELOPMENT (LID) DESIGN STRATEGIES...? 5a. Optimization of site layout 7 1) Limitation of development envelope 7 2) Preservation of natural drainage features 8 3) Setbacks of creeks, wetlands, and riparian habitats 8 4) Minimization of imperviousness 8 5) Using drainage as design element 8 5b. Layout and use of pervious surfaces 8 5c. Dispersal of runoff from impervious areas to pervious areas 8 6. INTEGRATED MANAGEMENT PRACTICES (IMP's) 8 7. TREATMENT CONTROL BMP's (TCBMP's) 8 7a. Selection Process for TCBMP's 8 7b. Numeric Sizing Criteria Approach 9 7c. Geotechnical recommendation on soil infiltration rates 9 8. HYDROMODIFICATION 10 9. DOCUMENTATION OF STORMWATER WATER DESIGN 10 9a. Hydrology maps 10 9b. BMP Sizing Calculator 10 9c. Tabulation 10 10. BMP FACILITY MAINTENANCE REQUIREMENTS 10 10a. Ownership and responsibility of maintenance of BMP's 10 10b. Summary of maintenance requirements 10 11. SWMP CERTIFICATION STATEMENTS 12 lla. Preparer's statement 12 1 lb. Owner's statement 12 1 G:\081240\SWMP\SWMP 111108\Green Dragon-SWMPl 11108.doc Attachments: 1. Vicinity map 2. Storm Water Standards Questionnaire 3. Figure 2-1 HMP Applicability Determination 4. Table 2-1: Anticipated and Potential Pollutants 5. San Diego Region Hydrologic Boundary Map 6. 303(d) list for impaired water bodies 7. Table 2-3 Beneficial Uses of Coastal Waters 8. Stormwater Pollutant Sources and Source Control Checklist 9. Figure 2-2, Decision Matrix 10. BMP Exhibits Proposed BMP Exhibit Storm Water Management Plan Exhibit 11. Impervious Area Calculation Exhibit 12. BMP Treatment Control Sizing Calculations 13. Applicable Manufacturer's BMP Information BioClean Environmental Services, Inc. Grate Inlet Skimmer Box, Curb Inlet Basket, Nutrient Separating Baffle Box Report & Data BioClean Environmental Services, Inc. Flume Filter - Boom Box Type - Report & Data 2 G:\081240\SWMP\SWMP 111108\Green Dragon-SWMPl 11108.doc 1. PROJECT SETTING This Storm Water Management Plan was prepared to support the application for construction plans of Green Dragon Colonial Village, a remodel of the existing building and parking lot, C.D.P. 08-13, in the City of Carlsbad, County of San Diego, State of Califomia (See Attachment 1 for Vicinity Map). The 3.08 acre site currently consists of a food market building with a footprint of approximately 18,400 square-feet (0.42 acres) and on-grade parking lot. The proposed project will remodel the existing building and parking lot to a single building with a restaurant, museum, tavem, and conference rooms along with an on-grade parking lot. Studies that have been prepared for this project are as follows: 1. Reference 1: Drainage Study for Green Dragon Colonial Village, C.D.P. 08-13 dated August 17, 2009 updated December 15, 2009 by O'Day Consultants; and, 2. Reference 2: Grading Plans for Green Dragon Colonial Village, C.D.P. 08-13, City of Carlsbad Dwg. 464-7A Existins Conditions The project is located in the Encinas Hydrologic Area (904.4) of the Carlsbad Hydrologic Unit in the San Diego Region (See Attachment 5). Under existing conditions, the site consists of two distinct drainage basins. Basin 'A' and Basin 'B'. Runoff generated in Basin 'A' is conveyed via overland flow across the existing parking lot to a concrete ditch located at the northwest comer of the site. The concrete ditch then conveys the runoff off site to an existing catch basin located in the right-of-way of Interstate 5. Runoff generated in Basin 'B' is conveyed via overland flow to the southeast comer onto Paseo Del Norte through two existing driveways Proposed Conditions In the proposed condition, the drainage pattems will remain relatively the same as currently exist. Runoff from both Basin 'A' and Basin 'B' will be directed into vegetated swales for storm water treatment before leaving the site. Runoff from Basin 'A' will enter the right-of-way of Interstate 5 through a concrete ditch as in the existing condition. Runoff from Basin 'B' will enter Paseo Del Norte through a proposed curb outlet. See Reference 1 above for the Drainage Study for this site and Attachment 10 for the Storm Water Management Plan Exhibit. 3 G:\081240\SWMP\SWMP 111108\Green Dragon-SWMPl 11108.doc 2. APPLICABLE STORMWATER STANDARDS 2a. Storm Water Standards Questionnaire Per the Storm Water Standards Questionnaire (SWSQ), this project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria per the SUSMP. (See Attachment 2 for completed SWSQ) 2b. HMP Applicability Determination Per Figure 2-1 of the City of Carlsbad SUSMP, Hydromodification controls and Integrated Management Practices (IMP's) are not required. See Attachment 3 for Figure 2-1 HMP Applicability Determination & Attachment 11 for Impervious Area Calculation Exhibit. 3. IDENTIFY POLLUTANTS OF CONCERN 3a. Identify pollutants associated with type of project/use The project will contain some pollutants commonly found on similar developments that could affect water quality. The following list is taken from Table 2: Anticipated and Potential Pollutants Generated by Land Use of the City of Carlsbad's SUSMP (See Attachment 4). Anticipated: 1. Heavy metals 2. Trash and debris 3. Oil and grease from paved areas Potential: 4. Sediment discharge 5. Nutrients from fertilizers 6. Organic compounds 7. Oxygen demanding substances 8. Bacteria & Viruses 9. Pesticides from landscaping and home use 3b. Identify watershed, hydrologic unit basin and receiving waters The project is located in the Encinas Hydrologic Area (904.4) of the Carlsbad Hydrologic Unit in the San Diego Region (See Attachment 5). Under both existing and proposed conditions, storm mnoff from Green Dragon Colonial Village is eventually conveyed to Encinas Creek, and then continues westerly to the Pacific Ocean. 3c. List impaired water bodies According to the 2006 CWA Section 303(d) List of Water Quality Limited Segments, Encinas Creek is not an impaired water body, but it is in an environmentally sensitive area (Attachment 5). Portions of Carlsbad where constmction sites have the potential to discharge into a tributary 4 G:\081240\SWMP\SWMP 111108\Green Dragon-SWMPl 11108.doc of a 303(d) or directly into a 303(d) water body or sites located within 200 feet of an ESA require additional BMP implementation. 3d. Beneflcial uses of receiving water The beneficial uses for the hydrologic unit are included in Attachment 7, and the definitions are listed below. This information comes from the Water Quality Control Planfor the San Diego Basin 9, Chapter 2, Beneficial Uses. IND - Industrial Service Supply: Includes uses of water for industrial activities that do not depend primarily on water quality including, but not limited to, mining, cooling water supply, hydraulic conveyance, gravel washing, fire protection, or oil-well repressurization. NAV - Navigation: Includes uses of water for shipping, travel, or other transportation by private, military, or commercial vessels. REC 1 -Contact Water Recreation: Includes uses of water for recreational activities involving body contact with water, where ingestion of water is reasonably possible. These uses include, but are not limited to, swimming, wading, water-skiing, skin and SCUBA diving, surfing, white water activities, fishing, or use of natural hot springs. REC 2 -Non-Contact Water Recreation: Includes the uses of water for recreational activities involving proximity to water, but not normally involving body contact with water, where ingestion of water is reasonably possible. These include, but are not limited to, picnicking, sunbathing, hiking, beachcombing, camping, boating, tide pool and marine life study, hunting, sightseeing, or aesthetic enjoyment in conjunction with the above activities. COMM - Commercial and Sport Fishing: Includes the uses of water for commercial or recreational collection of fish, shellfish, or other organisms including, but not limited to, uses involving organisms intended for human consumption or bait purposes. BIOL - Preservation of Biological Habitats of Special Significance: Includes uses of water that support designated areas or habitats, such as established refuges, parks, sanctuaries, ecological reserves, or Areas of Special Biological Significance (ASBS), where the preservation or enhancement of natural resources requires special protection. EST - Estuarine Habitat: Includes the uses of water that support estuarine ecosystems including, but not limited to, preservation or enhancement of estuarine habitats, vegetation, fish, or wildlife (e.g., estuarine mammals, waterfowl, shorebirds). WILD -Wildlife Habitat: Includes uses of water that support terrestrial ecosystems including but not limited to, preservation and enhancement of terrestrial habitats, vegetation, wildlife, (e.g., mammals, birds, reptiles, amphibians, invertebrates), or wildlife water food and sources. RARE - Rare, Threatened, or Endangered Species: Includes uses of water that support habitats necessary, at least in part, for the survival and successful maintenance of plant or animal species established under state or federal law as rare, threatened or endangered. MAR -Marine Habitat: Includes uses of water that support marine ecosystems including, but not limited to, preservation or enhancement or marine habitats, vegetation such as kelp, fish, shellfish, or wildlife (e.g., marine mammals, shorebirds). AQUA - Aquaculture: Includes the use of water for aquaculture or maricuiture operations including, but not limited to, propagation, cultivation, maintenance, or harvesting of aquatic plants and animals for human consumption or bait purposes. 5 G:\081240\SWMP\SWMP 111108\Green Dragon-SWMPl 11 lG8.doc MIGR -Migration of Aquatic Organisms: Includes uses of water that support habitats necessary for migration, acclimatization between fresh and salt water, or other temporary activities by aquatic organisms, such as anadromous fish. SPWN - Spawning, Reproduction, and/or Early Development: Includes uses of water that support high quality aquatic habitats suitable for reproduction and early development of fish. This use is applicable only for the protection of anadromous fish. WARM - Warm Freshwater Habitat: Includes uses of water that support warm water ecosystems including, but not limited to, preservation or enhancement of aquatic habitats, vegetation, fish, or wildlife, including invertebrates. SHELL - Shellflsh Harvesting: Includes uses of water that support habitats suitable or the collection of filter-feeding shellfish (e.g., clams, oysters, and mussels) for human consumption, commercial, or sport purposes. 3e. Summarize primary pollutants of concern The primary pollutants of concem for this project are Sediment, Nutrients, Heavy Metals, Organic Compounds, Trash & Debris, Oxygen Demanding Substances, Oil & Grease, Bacteria & Viruses, and Pesticides. The extensive use of Vegetated Swales, TC-30, throughout the site should be an effective method of treating Sediment, Metals, Oil & Grease, Organics, and Pollutants that tend to associate with fine particles during treatment. . 4. SOURCE CONTROL MEASURES 4a. Description of site activities and potential sources of pollutants Potential sources of pollutants on the project site include: Storm drain inlets Landscape/Outdoor Pesticide Use Food service Refuse areas Roofing, gutters, and trim Parking lot and sidewalks 4b. Stormwater Pollutant Sources and Source Controls See Attachment 8 for Stormwater Pollutant Sources and Source Control Checklist. This checklist identifies potential sources of mnoff pollution and references to the source control BMPs that need to be included in this project. These BMPs are also referenced on the BMP Exhibit, Attachment 10. Street Sweeping: City maintained streets will be swept routinely in order to reduce introduction of trash, debris, sediment and siltation into drainage systems. 6 G:\081240\SWMP\SWMP 111108\Green Dragon-SWMPI 11108.doc Roof Runoff Controls: This Source Control BMP entails site design provisions for containing and infiltrating roof ranoff. Directing roof ranoff to vegetated swales or buffer areas or retaining water for reuse are suggested strategies. The project will utilize this Source Control BMP by designing the roof drains to direct ranoff to the landscaped areas and in accordance with CASQA SD-11: Roof Runoff Controls. Use Efficient Irrigation Svstems & Landscape Design: This Source Control BMP entails employing rain shutoff devices to prevent irrigation during precipitation and this requires all landscaping aspects to be designed per the Carlsbad Landscape Manual. The project will utilize this Source Control BMP by having the landscaping designer utilize the applicable City of Carlsbad Landscape Manual and any other applicable City of Carlsbad Standards. In addition, site irrigation will also be designed in accordance with CASQA SD-10: Site Design and Landscape Planning & SD-12: Efficient Irrigation. Provide Storm Water Conveyance System Stenciline and Signage: This Source Control BMP entails providing storm drain conveyance system stenciling and signage. This shall be done by providing concrete stamping, porcelain tile, insert permanent marking or approved equivalent as approved by the City of Carlsbad, of all storm drain conveyance system inlets and catch basins within the project area with prohibitive language (i.e. "No Dumping - I Live Downstream') satisfactory to the City Engineer. The project will utilize this Source Control BMP in accordance with CASQA SD-13: Storm Drain Signage. Trash Storage Areas to Reduce Pollution Introduction: This Source Control BMP entails designing trash storage areas to reduce pollution introduction. Trash Storage Areas shall be paved with an impervious surface, designed not to allow ranoff from adjoining areas, screened or walled to prevent off-site transportation of trash, and contain attached lids on all trash containers that protects them from precipitation. Altematively, the trash enclosure can contain a roof or awning to minimize direct contact with precipitation. The project will utilize this Source Control BMP by designing and building the trash storage areas according to the City of Carlsbad Standard Drawing GS-16 and in accordance with CASQA SD-32: Trash Enclosures. These areas will be paved with an impervious surface, graded to drain away from the enclosure, and screened and walled to prevent off-site transport of trash. Trash containers will contain attached lids that exclude rain to minimize direct precipitation. 5. LOW IMPACT DEVELOPMENT (LID) DESIGN STRATEGIES 5a. Optimization of site layout 1) Limitation of development envelope The development envelope of the Green Dragon Colonial Village Site is confined to the same are as the existing site. The proposed site has a greater percentage of landscaping than the existing site. 7 G:\081240\SWMP\SWMP 111108\Green Dragon-SWMPli 1108.doc 2) Preservation of natural drainage features This site does not have natural drainage features; however, the existing drainage pattem is being preserved. 3) Setbacks of creeks, wetlands, and riparian habitats This site does not have creeks, wetlands or riparian habitat. 4) Minimization of imperviousness The site has been designed to minimize ranoff from impervious areas directly to the storm drain system. The impervious areas drain to the vegetated swales and then into the storm drain system. 5) Using drainage as design element The vegetated swales have been incorporated to the site design and into the landscape design as an aesthetic addition to the site. 5b. Layout and use of pervious surfaces No pervious surfaces are proposed for this project. 5c. Dispersal of runoff from impervious areas to pervious areas Wherever possible, an attempt was made to direct runoff from impervious areas to pervious areas. Landscaped areas and bioretention areas surround buildings and sidewalks. 6. INTEGRATED MANAGEMENT PRACTICES (IMP's) Per Figure 2-1 of the City of Carlsbad SUSMP, this project is exempt from Hydromodification controls and Integrated Management Practices (IMP's). See Attachment 3 for Figure 2-1 HMP Applicability Determination & Attachment 11 for Impervious Area Calculation Exhibit. 7. TREATMENT CONTROL BMP's (TCBMP's) 7a. Selection Process for TCBMP's According to Table 2-2 of the SUSMP, The majority of pollutants of concem for this project can be grouped in the category of Pollutants that tend to associate with fine particles during treatment. Nutrients also fall under the category of Pollutants that tend to be dissolved following treatment and Trash & Debris falls under the category of Coarse Sediment and Trash. Based on the pollutants of concem present from the project site and the removal efficiencies listed in Table 2-3: Groups of Pollutants and Relative Effectiveness of Treatment Facilities, the 8 G:\081240\SWMP\SWMP 11 H08\Green Dragon-SWMPl 11108.doc Stractural Treatment Control BMP with the most efficient removal efficiencies for the project are as follows (listed most to least efficient): • Bioretention • Vegetated Swale/Buffer • Media Filters Based on the above mentioned removal efficiencies and limited space on site, the project shall incorporate a combination of bioretention areas vegetated swales/buffers and drainage inserts on site. Vegetated Swale: Vegetated swales, or bioswales as referred to on the BMP Exhibit (Attachment 10), have been incorporated to all of the landscape areas large enough to facilitate such swales. The project will utilize this Treatment Control BMP by utilizing CASQA TC-30: Vegetated Swale. Bioretention Areas: Bioretention areas are incorporated through the design of the parking areas by the use of infiltration planters, flow-through planters and swales as much as feasibly possible. See sizing calculations in Attachment 12. The project will utilize this Treatment Control BMP by utilizing CASQA TC-32: Bioretention. Inlet filters: Although not numerically required as a treatment train, the drainage inserts will be grate inlet skimmer baskets by Suntree Technologies, Inc. The inlet baskets will also include hydrocarbon absorption booms to collect oil and grease. Drainage inserts will be installed at four locations as shown on the SWMP Exhibit (Attachment 10). See Attachment 13 for product information and sample data and CASQA MP-52: Drain Inserts. The combination of these BMPs together with the site and source control BMPs sited above maximizes pollutant removal efficiency for the particular pollutants of concem to the maximum extent practicable. 7b. Numeric Sizing Criteria Approach The sizing factors for the flow-based approach, as described in the Carlsbad SUSMP, were used in the design of the Bioretention Facilities to provide water quality treatment control. The calculations are provided in Attachment 12. 7c. Geotechnical recommendation on soil infiltration rates IMP facilities were chosen that do not drain through native soil, as soil infiltration rates were anticipated to be low. 9 G:\081240\SWMP\SWMP 111108\Green Dragon-SWMPl 11108.doc 8. HYDROMODIFICATION Per Figure 2-1 of the City of Carisbad SUSMP, this project is exempt from Hydromodification controls and Integrated Management Practices (IMP's). See Attachment 3 for Figure 2-1 HMP Applicability Determination & Attachment 11 for Impervious Area Calculation Exhibit. Sfe^ ATTACVM-M&tJT 3 Po^ APD^D^H C^LC\ALAT\C»JS . 9. DOCUMENTATION OF STORMWATER WATER DESIGN 9a. Hydrology maps The hydrology maps can be found showing the DMA's to each Treatment Facility on the BMP Exhibit (Attachment 10). 9b. BMP Sizing Calculator The calculations are provided in tabular form in lieu of utilizing the BMP Sizing Calculator (Attachment 12). 9c. Tabulation The DMA Calculations are included in the table in Attachment 12 and shown on the BMP Exhibit (Attachment 10). 10. BMP FACILITY MAINTENANCE REQUIREMENTS 10a. Ownership and responsibility of maintenance of BMP's The Owner and Developer will be responsible for the maintenance of treatment facilities. Ongoing maintenance will be assured by executing a Permanent Stormwater Quality BMP Maintenance Agreement that "rans with the land." 10b. Summary of maintenance requirements Bioretention Facilities: Bioretention facilities remove pollutants primarily by filtering ranoff slowly through aerobic, biologically active soil. Routine maintenance is needed to ensure that flow is unobstracted, that erosion is prevented, and that soils are held together by plant roots and are biologically active. Typical maintenance consists of the following: • Inspect inlets for channels, exposure of soils, or other evidence of erosion. Clear any obstractions and remove any accumulation of sediment. Examine rock or other material used as a splash pad and replenish if necessary. • Inspect outlets for erosion or plugging. 10 G:\081240\SWMP\SWMP 111108\Green Dragon-SWMPl 11108.doc • Inspect side slopes for evidence of instability or erosion and correct as necessary. • Observe the surface of bioretention facility soil for uniform percolation throughout. If portions of the bioretention facility do not drain within 24 hours after the end of a storm, the soil should be tilled and replanted. Remove any debris or accumulations of sediment. • Confirm that check dams and flow spreaders are in place and level and that rivulets and channelization are effectively prevented. • Examine the vegetation to ensure that it is healthy and dense enough to provide filtering and to protect soils from erosion. Replenish mulch as necessary, remove fallen leaves and debris, prane large shrabs or trees, and mow turf areas. When mowing, remove no more than 1/3 height of grasses. Confirm that irrigation is adequate and not excessive and that sprays do not directly enter overflow grates. Replace dead plants and remove noxious and invasive vegetation. • Abate any potential vectors by filling holes in the ground in and around the bioretention facility and by insuring that there are no areas where water stands longer than 48 hours following a storm. If mosquito larvae are present and persistent, contact the San Diego County Vector Control Program for information and advice. Mosquito larvicides should be applied only when absolutely necessary and then only by a licensed individual or contractor. Inlet filters: Inlet filters remove pollutants primarily by filtering trash and debris into the basket and filtering smaller particles such as oil and grease through the hydro-carbon filter. Typical maintenance consists of the following: • Inspect inlet fllters 2 times per year (minimum). Before rainy season and after major storm events (recommended) to clear of trash & debris. • Clean screen and replace hydro-carbon filter at least once per year before rainy season. 11 G:\081240\SWMP\SWMP 111108\Green Dragon-SWMPl 11108.doc li. SWMP CERTIFICATION STATEMENTS lla. Preparer's statement The selection, sizing, and preliminary design of stormwater treatment and other control measures in this plan meet the requirements of Regional Quality Control Board Order R9-2007-0001 and subsequent amendments. George O'Day, RCE 32014JExp. 12/31/12|^v > Zo//_, Date lib. Owner's statement The selection, sizing, and preliminary design of stormwater treatment and other control measures in this plan meet the requirements of Regional Quality Control Board Order R9-2007-0001 and subsequent amendments. Brace R. Bartlett Date 12 G:\081240\SWMP\SWMP 111108\Green Dragon-SWMPI 11108.doc I I I I The selection, sizing, and preliminary design of stormwater treatment and other control measures I in this plan meet the requirements of Regional Quality Control Board Order R9-2007-0001 and subsequent amendments. I I I I I I I I I I I 11. SWMP CERTIFICATION STATEMENTS lla. Preparer's statement Ak*^)/^ 00(mr CU)^Ji tf,. ui'^ George 0'D@y, RCE 32014^xp. 12/31/12 / D^te lib. Owner's statement I The selection, sizing, and preliminary design of stormwater treatment and other control measures ' in this plan meet the requirements of Regional Quality Control Board Order R9-2007-0001 and subsequent amendments. I Bruce R, Bartlett Date 12 G:\081240\SWMP\SWMP 111108\Green Dragon-SWMPl 11108.doc *»«w» ^'ter PoOution nmmatha Mut (SWPPP) SreaiDngon Cohalai VUtagm ifSWPPP^®''^^^'^ Reapon«fbte Person (LfiP) Approval and CertWcatlQn Ownei/LRP (or Authodzed Rtptmsntattve) Appzoval and Certtficatton of fhe Stomt Watar Pollution Pwvantion Man ProjectName: Project Number Green Dragon Cotonial Village CDP 08-13, CUP 08-08 liSv^il!^!^ of law that thia docmxient and all attachmervis were prepared °' sup^vifii^ in acconiance with a system detrfgned to e^^ that q^Medp<^^ Based onmy rejKiris&k for gathering Aeinforatatfon, to thebestof my knowledge and belief the penalties for sijmitting falae mfonnatlan, induding tihe possihiHiy of fine and imprisonment for knowing violations." ^ r / Owner/lfip (or Aulhorized Representative) Signature Vo Date fcuceR. Bartlett Owner/LRPName (760)438-3425 Telephone Nuinber B>ve«R.Bvt>att SkdonlOO Pafift 100-2 STORM WATER MANAGEMENT PLAN GREEN DRAGON COLONIAL VILLAGE ATTACHMENT 1: VICINITY MAP CITY OF OCEANSIDE i CITY OF VISTA CITY OF SAN MARCOS CITY OF ENCINITAS yiClNFTY MAP NO SCALE Gr-^-.- T>.-^^^ ^-^iDouci ViU^c..^^ APPENDIX A STORWI WATER STANDARDS QUESTIONNAIRE This questionnaire must be completed by the applicant in advance of submitting for a development application subdMsion and land use planning approvals and construction permits). The results ofthe questionnaire determine he level of storm water pollution prevention standards applied to a proposed development or redevelopment project. Many aspects of project site design are dependent upon the storm water pollution protection standards applied to a project. ADDlicant responses to the questionnaire represent an initial assessment of the proposed project conditions and 3acts City staff has responsibility for making the final assessment after submission of the development aoDlication A staff determination that the development application is subject to more stringent storm water standards, than initially assessed by the applicant, will result in the retum of the development application as incomplete. If aDDlicants are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, they are advised to seek assistance from Engineering Department Development Services staff. A separate completed and signed questionnaire must be submitted for each new development application submission Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, applicants for construction permits must also complete, sign and submit a Gonstruction Activity Storm Water Standards Questionnaire. To address pollutants that may be generated from new development, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design, which are described in Chapter 2 of the City's Storm Water Standards Manual This questionnaire should be used to categorize new development and significant redevelopment projects as pnonty or non-priority, to determine what level of storm water standards are required or if the project is exempt. 1 Is your project a significant redevelopment? \\€.h stgn'mcant redevelopment is defined as the creation, addition or replacement of at least 5,000 square feet of impervious surface on an already existing developed site. Sianiflcant redevelopment includes, but is not limited to: the expansion of a building footprint; addition to or reolacement of a structure; structural development including an increase in gross floor area and/or exterior construction remodeling; replacement of an impen/ious surface that is not part of a routine maintenance activity; and land disturbing activities related with structural or impen/ious surfaces. Replacement of impervious surfaces includes any activity that is not part of a routine maintenance activity where impen/ious matenal(s) are removed, exposing underlying soil during construction. Note- If the Siqnificant Redevelopment results in an increase of less than fifty percent of the impervious surfaces of F^eviously existing development, and the existing development was not subject to SUSMP requirenients. the numeric sizing criteria discussed in Table 3 of 2.3.3.4 applies only to the addition, and not to the entire development. 2, If your project IS considered significant redevelopment, then please skip Section 1 and proceed with Section 2. 3. If your project IS NOT considered significant redevelopment, then please proceed to Section 1. 21 SWMP Rev 6/4/08 SECTION 1 NEW DEVELOPMENT PRIORITY PROJECT TYPE Does you project meet one or more of the following criteria: 1. Home subdivision of 100 units or more. Includes SFD, MFD. Condominium and Apartments 3. Commercial and industrial development areater than 100.000 sauare feet inciudina parking areas. Any development on private land that is not for heavy Industrial or residential uses. Example: Hospitals, Hotels, Recreational Facilities, Shopping Malls, etc. 2. Residential development of 10 units or more. Includes SFD, MFD, Condominium and Apartments 4. Heavv Industrial / Industn/areater than 1 acre (NEED SIG CODES FOR PERMIT BUSINESS TYPES) SIC codes 5013, 5014, 5541, 7532-7534, and 7536-7539 Automotive repair shop. SIC codes 5013, 5014, 5541, 7532-7534, and 7536-7539 YES X NO X X" X 6. A New Restaurant where the land area of development is 5.000 square feet or more inciudina parking areas. SIC code 5812 7. Hillside development (1) greater than 5.000 square feet of impervious surface area and (2) development will grade on any natural slope that is 25% or greater 8. Environmentallv Sensitive Area (ESA). Impervious surface of 2,500 square feet or more located within, "directly adjacent" to (within 200 feet), or "discharging directly to"^ receiving water within the ESA 9. Parkina lot. Area of 5,000 square feet or more, or with 15 or more parking spaces, and potentially exposed to urban runoff 7< 10. Retail Gasoline Outlets - sen/ing more than 100 vehicles per dav Serving more than 100 vehicles per day and greater than 5,000 square feet 11. streets, roads, drivewavs. hiahwavs. and freewavs. Project would create a new paved surface that is 5,000 square feet or greater. 12. Coastal Develooment Zone. Within 200 feet of the Pacific Ocean and (1) creates more than 2500 square feet of impermeable surface or (2) increases impermeable surface on property by more than 10%. X 1 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 Count of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. 2 "Directly adjacent" means situated within 200 feet of the environmentally sensitive area. 3 "Discharging directly to" means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and not commingled with flow from adjacent lands. Section 1 Results: If you answered YES to ANY of the questions above you have a PRIORITY project and PRIORITY project requirements DO apply. A Storm Water Management Plan, prepared in accordance with City Storm Water Standards, must be submitted at time of application. Please check the "MEETS PRIORITY REQUIREMENTS" box in Section 3, If you answered NO to ALL of the questions above, then you are a NON-PRIORITY project and STANDARD requirements apply. Please check the "DOES NOT MEET PRIORITY Requirements" box in Section 3. .SW.V1P Rev 6/4/08 SECTION 2 SIGNIFICANT REDEVELOPMENT: 1. Is the project redeveloping an existing priority project type? (Priority projects are defined in Section 1) yg4 If you answered YES, please proceed to question 2. If you answered NO, then you ARE NOT a significant redevelopment and y°". JRE NOT subject^ PRIORITY project requirements, only STANDARD requirements. Please check the DOES NOT MEET PRIORITY Requirements" box in Section 3 below. 2. Is the project solely limited to one of the following: a. Trenching and resurfacing associated with utility work? b. Resurfacing and reconfiguring existing surface parking lots? c. New sidewalk construction, pedestrian ramps, or bike lane on public and/or private existing roads? d. Replacement of existing damaged pavement? If you answered NO to ALL of the questions, then proceed to Question 3. If vou answered YES to ONE OR MORE of the questions then you ARE NOT a significant redevelopment and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements. Please check the "DOES NOT MEET PRIORITY Requirements" box in Section 3 below. Will the development create, replace, or add at least 5,000 square feet of impervious surfaces on an existing development or, be located within 200 feet of the Pacific Ocean and (l)create more than 2500 square feet of impermeable surface or (2) increases impermeable surface on property by morethan 10%? If vou answered YES vou ARE a significant redevelopment, and you ARE subject to PRIORITY project requirements. Please check the "MEETS PRIORITY REQUIREMENTS" box in Section 3 below. If you answered NO, you ARE NOT a significant redevelopment, and you A^E NOT sublet to PRIORITY project requirements, only STANDARD requirements. Please check the DOES NOT MEET PRIORITY Requirements" box in Secfion 3 below. SECTION 3 Questionnaire Results: • MY PROJECT MEETS PRIORITY REQUIREMENTS, MUST COMPLY WITH PRIORITY PROJECT STANDARDS AND MUST PREPARE A STORM WATER MANAGEMENr PLAN FOR SUBMITTAL AT TIME OF APPLICATION. MY PROJECT DOES NOT MEET PRIORITY REQUIREMENTS AND MUST ONLY COMPLY WITH STANDARD STORM WATER REQUIREMENTS. Applicant Infonnalion und Signature Box III,. n,n f„rCilyl. wllnly AdttiL'ss: .Assessors I'MIXOI Nuiiibcr(s): ,\pplicant N;imc: ApplicuiU Sisnatiiie: Xpplicant Title; ^ c ilv CiiiK'uiTcnci:: I'r ijL'Cl H): SWMP Rev 6/4,0R SECTION 2: IDENTIFY POLLUTANTS, BMP SIZING AND SELECTION Ra-dasign Enargy Di55ipalofi Syatm 14 HyditmodHcslon Coraroli Required Colo Figure 2.2 <if Dacision Marin FIGURE 2-1. HMP Applicability Determinadon* *refer to expanded HMP exemption criteria below for justifications required on each node 30 City of Carlsbad SUSMP - January 14, 2011 ADDENDUM TO SECTION 8 RECEIVED APR 2 4 2012 UND DEVELO.PPENT ENGINEERING STORM WATER MANAGEMENT PLAN FOR GREEN DRAGON COLONIAL VILLAGE DWG. 464-7A S.D.P. 08-03 C.U.P. 08-08 C.D.P. 08-13 SWMP #0927 Prepared: April 24, 2012 (Addendum to report prepared November 8,2011) JN: 081240-5 Prepared by: O'Day Comultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92010-6609 Tel: (760)-931-7770 Fax: (760)-931-8680 George O'l^y RCE 32014 Exp. 12/31/12 Date 8. HYDROMODIFICATION Per Figure 2-1 of the City of Carlsbad SUSMP, this project is exempt from Hydromodification controls and Integrated Management Practices (IMP's). See Attachment 3 for Figure 2-1 HMP Applicability Determination & Attachment 11 for Impervious Area Calculation Exhibit. In compliance with Nodes 3 and 4 of Figure 2-1, we have revised this section of the SWMP to include 2-Year and 10-Year Storm Event calculations. 6-hour and 24-hour Rainfall Ps P24 P6/P24(%) 2-year 1.2 1.8 66.7 2-year Adj. 1.17 1.8 65.0 10-year 1.6 3.0 53.3 The difference between the existing and proposed hydrology conditions for the 2- year and 10-year storm events are shown below. Q2 Condition A B Existing 3.0 cfs 3.9 cfs Proposed 3.0 cfs 3.7 cfs Difference Ocfs -0.2 cfs QlO Condition A B Existing 4.1 cfs 5.4 cfs Proposed 4.1 cfs 5.2 cfs Difference Ocfs -0.2 cfs See attached for supporting calculations and reference data. G:\081240\SWMP\Add-Sec8-120424,doc ^o^^)/i 'A' : 1 ^/.^ ^l^A. H(^A^ |Q| /^T. io^er{/x.ysA (LL7i\ r^&^-Hj A^R —V Q -- c - T - A 7.q^ X n-7 X 1.1 ' 1, Hl^ in /kr. 7 7;, ^ .4. / /?7/^. t .^,9 cfe 1 ' 7M > t'l Lfl 17 =(/I.Q ' ^ ?yi<in 'A' t." /].?.1L lirl^ l/)n lol (^VFrlaviJ f,fr^^/ F//)^x^\ r - //sn.i-c)41^ys^> - /'/.^f/j-/)j7.').k^l/i.^'^ Jf 3 /a ' ^ _____ ^ 1/^ '— 'ir*^0' —— 1/-' 2,/ r^^ 77 = 77 ^ 77 ^ 3,3/ 2.<? = a A = A^. d ' /?,.t7r 2.6;?V/.'^7) 3,(0/ 1 » 3.<9 c.f^ 1 1 ^ i San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/24/12 Green Dragon Colonial Village - Proposed Condition Basin B JN 081240-5 File: G:\081240\Hydrology\0840PRB02.out.doc 2-Year Storm Event ********* Hydrology Study Control Information ********** Program License Serial Number 6218 Rational hydrology study storm event year is 2.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.200 24 hour precipitation(inches) = 1.800 P6/P24 = 66.7% Adjusted 6 hour precipitation (inches) = 1.170 Adjusted P6/P24 = 65.0% San Diego hydrology manual 'C values used +++++++++++++++++++++++++++++++++ +++ +++++++++++++++++++++++++++++++++H Process from Point/Station 200.000 to Point/Station 201.000 * * * * INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 80.000(Ft.) Highest elevation = 77.100(Ft.) Lowest elevation = 74.700(Ft.) Elevation difference = 2.400(Ft.) Slope = 3.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.22 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope^(l/3)] TC = [1.8*(l.l-0.8200)*( 85.000".5)/( 3.000^(1/3)]= 3.22 Calculated TC of 3.222 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.083(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.253(CFS) Total initial stream area = 0.100(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ +++ Process from Point/Station 201.000 to Point/Station 202.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 74.700(Ft.) Downstream point elevation = 73.440(Ft.) Channel length thru subarea = 90.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 0.430(CFS) Manning's 'N' =0.035 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 0.430(CFS) Depth of flow = 0.375(Ft.), Average velocity = 1.528(Ft/s) Channel flow top width = 1.500(Ft.) Flow Velocity = 1.53(Ft/s) Travel time = 0.98 min. Time of concentration = 4.20 min. Critical depth = 0.311(Ft.) Adding area flow to channel Calculated TC of 4.204 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.083(In/Hr) for a 2.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 3.083(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.197 Subarea runoff = 0.354(CFS) for 0.140(Ac.) Total runoff = 0.607(CFS) Total area = 0.240(Ac.) Depth of flow = 0.427(Ft.), Average velocity = 1.665(Ft/s) Critical depth = 0.355(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++ Process from Point/Station 202.000 to Point/Station 213.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 73.440(Ft.) Downstream point elevation = 72.540(Ft.) Channel length thru subarea = 71.400(Ft.) Channel base width = 0.000(Ft.) Slope or "Z- of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 1.150(CFS) Manning's 'N' =0.035 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 1.150(CFS) Depth of flow = 0.553(Ft.), Average velocity = 1.879(Ft/s) Channel flow top width = 2.213(Ft.) Flow Velocity = 1.88(Ft/s) Travel time = 0.63 min. Time of concentration = 4.84 min. Critical depth = 0.461(Ft.) Adding area flow to channel Calculated TC of 4.837 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.083(In/Hr) for a 2.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 3.083(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.549 Subarea runoff = 1.087(CFS) for 0.430(Ac.) Total runoff = 1.694(CFS) Total area = 0.670(Ac.) Depth of flow = 0.640(Ft.), Average velocity = 2.070(Ft/s) Critical depth = 0.535(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++ Process from Point/Station 213.000 to Point/Station 214.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 72.540(Ft.) Downstream point elevation = 71.650(Ft.) Channel length thru siibarea = 54.000 (Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 1.908(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 1.908(CFS) Depth of flow = 0.636(Ft.), Average velocity = 2.358(Ft/s) Channel flow top width = 2.545(Ft.) Flow Velocity = 2.36(Ft/s) Travel time = 0.38 min. Time of concentration = 5.22 min. Critical depth = 0.563(Ft.) Adding area flow to channel Rainfall intensity (I) = 2.999(In/Hr) for a 2.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 2.999(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.689 Subarea runoff = 0.372(CFS) for 0.170(Ac.) Total runoff = 2.065(CFS) Total area = 0.840(Ac.) Depth of flow = 0.655(Ft.), Average velocity = 2.405(Ft/s) Critical depth = 0.582(Ft.) +++ Process from Point/Station 214.000 to Point/Station 203.000 * * * * IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 71.650(Ft.) Downstream point elevation = 70.600(Ft.) Channel length thru subarea = 66.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 2.194(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 1.500(Ft.) Flow(q) thru sxibarea = 2.194 (CFS) Depth of flow = 0.675(Ft.), Average velocity = 2.409(Ft/s) Channel flow top width = 2.699(Ft.) Flow Velocity = 2.41(Ft/s) Travel time = 0.46 min. Time of concentration = 5.68 min. Critical depth = 0.594(Ft.) Adding area flow to channel Rainfall intensity (I) = 2.841(In/Hr) for a 2.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impei-vious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 2.841(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.795 Subarea runoff = 0.194(CFS) for 0.130(Ac.) Total runoff = 2.260(CFS) Total area = 0.970(Ac.) Depth of flow = 0.682(Ft.), Average velocity = 2.427(Ft/s) Critical depth = 0.602(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++ Process from Point/Station 203.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 67.310(Ft.) Downstream point/station elevation = 67.000(Ft.) Pipe length = 61.49(Ft.) Slope = 0.0050 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.260(CFS) Nearest conputed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.260(CFS) Normal flow depth in pipe = 7.79(In.) Flow top width inside pipe = 11.45(In.) Critical Depth = 7.72(In.) Pipe flow velocity = 4.18(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 5.92 min. +++ Process from Point/Station 203.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS '"*** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.970(Ac.) Runoff from this stream = 2.260(CFS) Time of concentration = 5.92 min. Rainfall intensity = 2.764(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++ Process from Point/Station 205.000 to Point/Station 206.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 20.000(Ft.) Highest elevation = 75.600(Ft.) Lowest elevation = 74.150(Ft.) Elevation difference = 1.450(Ft.) Slope = 7.250 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximvun overland flow distance is 90.00 (Ft) for the top area slope value of 7.25 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.47 minutes TC = [1.8*(l.l-C)*distance(Ft.)'^.5)/(% slope'^ (1/3) ] TC = [1.8*(l.l-0.8200)*( 90.000".5)/( 7.250^(1/3)]= 2.47 Calculated TC of 2.470 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.083(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.025(CFS) Total initial stream area = 0.010(Ac.) + + + + + + + + + + + + + + + + + + + + + + 4. + + + + + + + + + + + + + + + + + + + + + + + + + + ^.^ + ^.^.^^^ + ^^^^^ +++ Process from Point/Station 206.000 to Point/Station 207.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** +++ +++ Upstream point/station elevation = 71.150(Ft.) Downstream point/station elevation = 70.800(Ft.) Pipe length = 26.76(Ft.) Slope = 0.0131 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.025(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.025(CFS) Normal flow depth in pipe = 0.75(In.) Flow top width inside pipe = 3.98(In.) Critical Depth = 0.92(In.) Pipe flow velocity = 1.79(Ft/s) Travel time through pipe = 0.2 5 min. Time of concentration (TC) = 2.72 min. Process from Point/Station 206.000 to Point/Station 207.000 **** SUBAREA FLOW ADDITION **** Calculated TC of 2.720 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.083(In/Hr) for a 2.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 2.72 min. Rainfall intensity = 3.083(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.197 Subarea runoff = 0.581(CFS) for 0.230(Ac.) Total runoff = 0.607(CFS) Total area = 0.240(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + 4. + + + + + + + + + 4. + + + + ++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** * * * * Upstream point/station elevation = 70.800(Ft.) Downstream point/station elevation = 69.500(Ft.) Pipe length = 66.92(Ft.) Slope = 0.0194 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.607(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.607(CFS) Normal flow depth in pipe = 3.54(In.) Flow top width inside pipe = 5.90(In.) Critical Depth = 4.75(In.) Pipe flow velocity = 5.02(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 2.94 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ +++ Process from Point/Station 207.000 to Point/Station 208.000 **** SUBAREA FLOW ADDITION **** Calculated TC of 2.942 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.083(In/Hr) for a 2.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 2.94 min. Rainfall intensity = 3.083(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.246 Subarea runoff = 0.152(CFS) for 0.060(Ac.) Total runoff = 0.758(CFS) Total area = 0.300(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++ Process from Point/Station 208.000 to Point/Station 209.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 69.500(Ft.) Downstream point/station elevation = 69.030(Ft.) Pipe length = 47.49(Ft.) Slope = 0.0099 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.758(CFS) Given pipe size = 9.00(In.) Calculated individual pipe flow = 0.758(CFS) Normal flow depth in pipe = 3.90(In.) Flow top width inside pipe = 8.92(In.) Critical Depth = 4.76(In.) Pipe flow velocity = 4.13(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 3.13 min. 8 +++ Process from Point/Station 208.000 to Point/Station 209.000 **** SUBAREA FLOW ADDITION **** +++ Calculated TC of 3.133 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.083(In/Hr) for a 2.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 3.13 min. Rainfall intensity = 3.083(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.344 Subarea runoff = 0.303(CFS) for 0.120(Ac.) Total runoff = 1.062(CFS) Total area = 0.420(Ac.) Process from Point/Station 209.000 to Point/Station 210.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** * * * * +++ Upstream point/station elevation = 69.030(Ft.) Downstream point/station elevation = 67.900(Ft.) Pipe length = 60.00(Ft.) Slope = 0.0188 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.062(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.062(CFS) Normal flow depth in pipe = 3.93(In.) Flow top width inside pipe = 8.93(In.) Critical Depth = 5.67(In.) Pipe flow velocity = 5.72(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 3.31 min. Process from Point/Station 209.000 to Point/Station 210.000 * * * * SUBAREA FLOW ADDITION **** Calculated TC of 3.308 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.083(In/Hr) for a 2.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 3.31 min. Rainfall intensity = 3.083(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area {Q=KCIA) is C = 0.820 CA = 0.484 Subarea runoff = 0.430(CFS) for 0.170(Ac.) Total runoff = 1.491(CFS) Total area = 0.590(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++ +++ Process from Point/Station 210.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 67.900(Ft.) Downstream point/station elevation = 67.000(Ft.) Pipe length = 46.50(Ft.) Slope = 0.0194 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.491(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.491(CFS) Normal flow depth in pipe = 4.13(In.) Flow top width inside pipe = 11.40(In.) Critical Depth = 6.22(In.) Pipe flow velocity = 6.23(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 3.43 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++ Process from Point/Station 210.000 to Point/Station 204.000 * * * * SUBAREA FLOW ADDITION **** Calculated TC of 3.433 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.083(In/Hr) for a 2.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 10 +++ Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 3.43 min. Rainfall intensity = 3.083(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.517 Subarea runoff = 0.101(CFS) for 0.040(Ac.) Total runoff = 1.592(CFS) Total area = 0.630(Ac.) Process from Point/Station 210.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.630(Ac.) Runoff from this stream = 1.592(CFS) Time of concentration = 3.43 min. Rainfall intensity = 3.083(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.260 5.92 2.764 2 1.592 3.43 3.083 Qmax(1) Qmax(2] 2 .260 5 .92 1 .592 3 .43 1 000 * 1 000 * 2.260) 0. 897 * 1 000 * 1.592) 1. 000 * 0. 580 * 2.260) 1. 000 * 1. 000 * 1.592) + + = 3.688 + + = 2.903 Total of 2 main streams to confluence: Flow rates before confluence point: 2.260 1.592 Maximum flow rates at confluence using above data: 3.688 2.903 Area of streams before confluence: 0.970 0.630 Results of confluence: Total flow rate = 3.688(CFS) Time of concentration = 5.920 min. 11 +++ Effective stream area after confluence = 1.600(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4. + + + + + + + + + + +++ + + + + + + + + + + + + ^^ Process from Point/Station 204.000 to Point/Station 211.000 * * * * IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 67.000(Ft.) Downstream point elevation = 66.700(Ft.) Channel length thru subarea = 30.000(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.035 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 3.688(CFS) Depth of flow = 0.540(Ft.), Average velocity = 2.215(Ft/s) Channel flow top width = 4.161(Ft.) Flow Velocity = 2.22(Ft/s) Travel time = 0.23 min. Time of concentration = 6.15 min. Critical depth = 0.410(Ft.) End of computations, total study area = 1.600 (Ac.) 12 • Pro po^ A dA^rii-hi/m R,)innfftJ^/,Idu-h 77 //.>? (i.i-c)i/hy^'^-^ f/^ni.i-o.^z^nlkj/i.s'^ ///O^^- /^/ To 16 2, i(^ra-'^<^- Lxt^A 6u3^k-(^^ 1 ————————————^— ••- 1: - 77+ 7; - 3..^^ :2.9 - L.7^.r;;y^/, Cvl.A A= 1.37 -J Q-0i82''3'67- 1.37" V,/7cA /Q..-^.l Cfs / &3LS10 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/24/12 Green Dragon Colonial Village - Proposed Condition Basin B JN 081240-5 File: G:\081240\Hydrology\0840PRB01.out.doc 10-Year Storm Event ********* Hydrology Study Control Information ********** Program License Serial Number 6218 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.600 24 hour precipitation(inches) = 3.000 P6/P24 = 53.3% San Diego hydrolocry manual 'C values used ++++++++++++++++++++++++++++++++++++++++++++++++++4-+++++++++ 4-4-4- Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 80.000(Ft.) Highest elevation = 77.100(Ft.) Lowest elevation = 74.700(Ft.) Elevation difference = 2.400(Ft.) Slope = 3.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.22 minutes TC = [1.8'» (l.l-C) *distance(Ft. )''.5) / (% slope'^ (1/3) ] TC = [1.8*(1.1-0.8200)* ( 85.000".5)/( 3.000^(1/3)]= 3.22 Calculated TC of 3.222 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.216(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.346(CFS) Total initial stream area = 0.100(Ac.) 4-4-4-4-4-4-+ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4--1-1- 4-4-4- Process from Point/Station 201.000 to Point/Station 202.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 74.700(Ft.) Downstream point elevation = 73.440(Ft.) Channel length thru subarea = 90.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 0.588(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 1.500(Ft.) Flow(q) thm subarea = 0.588 (CFS) Depth of flow = 0.422(Ft.), Average velocity = 1.652(Ft/s) Channel flow top width = 1.687(Ft.) Flow Velocity = 1.65(Ft/s) Travel time = 0.91 min. Time of concentration = 4.13 min. Critical depth = 0.352(Ft.) Adding area flow to channel Calculated TC of 4.130 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.216(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 4.216(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.197 Sxibarea runoff = 0.484 (CFS) for 0.140 (Ac.) Total runoff = 0.830(CFS) Total area = 0.240(Ac.) Depth of flow = 0.480(Ft.), Average velocity = 1.801(Ft/s) Critical depth = 0.402(Ft.) -^-H-^ + 4-4-4--H 4-4-4-4--K 4-4-4-4-4-4-4-4-4--t--t-t-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-F-^ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- 4-4-4- Process from Point/Station 202.000 to Point/Station 213.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 73.440(Ft.) Downstream point elevation = 72.540(Ft.) Channel length thru subarea = 71.400(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 1.573(CFS) Manning's 'N' =0.035 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 1.573(CFS) Depth of flow = 0.622(Ft.), Average velocity = 2.032(Ft/s) Channel flow top width = 2.489(Ft.) Flow Velocity = 2.03(Ft/s) Travel time = 0.59 min. Time of concentration = 4.72 min. Critical depth = 0.520(Ft.) Adding area flow to channel Calculated TC of 4.715 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.216(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 4.216(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.549 Subarea runoff = 1.486(CFS) for 0.430(Ac.) Total runoff = 2.316(CFS) Total area = 0.670(Ac.) Depth of flow = 0.719(Ft.), Average velocity = 2.238(Ft/s) Critical depth = 0.609(Ft.) + 4-4-4-4-4-4-4-4-4-4-4-4-+ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+ +4-4-4-4-4-4--I-4-4-4-4-4-4-4-4-4-4-4-4-4-4--f-t-4-4-4-4-4-4-4-4-4-4-4-4-4- 4-4-4- Process from Point/Station 213.000 to Point/Station 214.000 **** IMPROVED CHANNEL TRAVEL TIME **** 4-4-4- Upstream point elevation = 72.540(Ft.) Downstream point elevation = 71.650(Ft.) Channel length thru subarea = 54.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 2.610(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 2.610(CFS) Depth of flow = 0.715(Ft.), Average velocity = 2.550(Ft/s) Channel flow top width = 2.862(Ft.) Flow Velocity = 2.55(Ft/s) Travel time = 0.35 min. Time of concentration = 5.07 min. Critical depth = 0.641(Ft.) Adding area flow to channel Rainfall intensity (I) = 4.179(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 4.179(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area {Q=KCIA) is C = 0.820 CA = 0.689 Subarea runoff = 0.562(CFS) for 0.170(Ac.) Total runoff = 2.878(CFS) Total area = 0.840(Ac.) Depth of flow = 0.742(Ft.), Average velocity = 2.613(Ft/s) Critical depth = 0.664(Ft.) 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- Process from Point/Station 214.000 to Point/Station 203.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 71.650(Ft.) Downstream point elevation = 70.600(Ft.) Channel length thru subarea = 66.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 3.060(CFS) Manning's 'N' =0.035 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 3.060(CFS) Depth of flow = 0.764(Ft.), Average velocity = 2.618(Ft/s) Channel flow top width = 3.058(Ft.) Flow Velocity = 2.62(Ft/s) Travel time = 0.42 min. Time of concentration = 5.49 min. Critical depth = 0.680(Ft.) Adding area flow to channel Rainfall intensity (I) = 3.970(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 3.970(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.795 Subarea runoff = 0.279(CFS) for 0.130(Ac.) Total runoff = 3.157(CFS) Total area = 0.970(Ac.) Depth of flow = 0.773(Ft.), Average velocity = 2.639(Ft/s) Critical depth = 0.688(Ft.) -I--1--t--H-H 4--f-t-4--H-I-4--H4--H-I-4--^-H-I--I-4-4-4-4-4--^ 4--H 4-4--H-H 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+ 4-4-4- Process from Point/Station 203.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 67.310(Ft.) Downstream point/station elevation = 67.000(Ft.) Pipe length = 61.49(Ft.) Slope = 0.0050 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.157(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.157(CFS) Normal flow depth in pipe = 8.23(In.) Flow top width inside pipe = 14.93(In.) Critical Depth = 8.59(In.) Pipe flow velocity = 4.59(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 5.71 min. -t-4-4-4-4-4--I-4--(-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4--t-4-4-4-+-f-4-4-4-4-4-4-4-+ 4-4-4-4--H 4-4-4-4--I-4-4-4-4-4-4-4- + 4-4- Process from Point/Station 203.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.970(Ac.) Runoff from this stream = 3.157(CFS) Time of concentration = 5.71 min. Rainfall intensity = 3.869(In/Hr) Program is now starting with Main Stream No. 2 4-4-4-4-4-4-4--H 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4--I-•^-1--1-4-4-4-4-4-4--I-4-4-4-4-4-4-4-4-4-4-4--I--f--I--t-4-4-4-4-4-4-4-4-4-4-4-4--I- + + + Process from Point/Station 206.000 **** INITIAL AREA EVALUATION **** 205.000 to Point/Station Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = Highest elevation = 75.600(Ft.) Lowest elevation = 74.150(Ft.) Elevation difference INITIAL AREA TIME OF The maximum overland for the top area slope value of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = TC = [1.8* (l.l-C) *distance(Ft.)'^.5) / (% TC = [1.8*(1.1-0.8200)* ( 90.000".5)/( 7.250^(1/3)]= 2.47 Calculated TC of 2.470 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.216(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.035(CFS) Total initial stream area = 0.010(Ac.) ] 20.000(Ft.) 1.450(Ft.) Slope = 7.250 % CONCENTRATION CALCULATIONS: flow distance is 90.00 (Ft) 7.25 %, in a development type of 2.47 minutes slope"(1/3)] 7.250^(1/3)]= 4-4-4- 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4--I-4-4-4-4-4-4--I-4-4-4-4-4-4--t-4-4-4-4-4-4-4-4-4-4-4-4-4- 206.000 to Point/Station Process from Point/Station 207.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 71.150(Ft.) Downstream point/station elevation = 70.800(Ft.) Pipe length = 26.76(Ft.) Slope = 0.0131 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.035(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.035(CFS) Normal flow depth in pipe = 0.87(In.) Flow top width inside pipe = 4.23(In.) Critical Depth = 1.09(In.) Pipe flow velocity = 1.96(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 2.70 min. -^ 4-4-4--I--I--H-H 4-4-4-4-4-4-4-4-4--^-^-H-I-+ 4--H-I--H 4-4-4-4-4-4--H-I-4-4--^ 4-4-4--I-4-4-4-4-4-4-4-4-4-4-4-4-4-4- 4-4-4- Process from Point/Station 206.000 to Point/Station 207.000 **** SUBAREA FLOW ADDITION **** Calculated TC of 2.698 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.216(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 2.70 min. Rainfall intensity = 4.216(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.197 Subarea runoff = 0.795(CFS) for 0.230(Ac.) Total runoff = 0.830(CFS) Total area = 0.240(Ac.) •^•^-^-^-^-^-^-^-^-H-t--I--^-I--1-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- 4-4-4- Process from Point/Station 207.000 to Point/Station 208.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 70.800(Ft.) Downstream point/station elevation = 69.500(Ft.) Pipe length = 66.92(Ft.) Slope = 0.0194 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.830(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.830(CFS) Normal flow depth in pipe = 4.44(In.) Flow top width inside pipe = 5.26(In.) Critical Depth = 5.40(In.) Pipe flow velocity = 5.33(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 2.91 min. -H-»•-I--^-f--H + +-h-t--H-H-I--^-H-H-^-I--F +-H-h-H-H-t--t--H 4-4-4-4-4-+ 4-4--t-4-4-4-4-4-4-4--H 4-4-4- + + + Process from Point/Station 207.000 to Point/Station 208.000 **** SUBAREA FLOW ADDITION **** Calculated TC of 2.908 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.216(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 2.91 min. Rainfall intensity = 4.216(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.246 Subarea runoff = 0.207(CFS) for 0.060(Ac.) Total runoff = 1.037(CFS) Total area = 0.300(Ac.) -H-^-^ +-H-H-H-^-I--^ +-f-H-H-H-H +-F-I--t-+-H •(--I--^-I--t--^-I--I-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+ 4--1-4- Process from Point/Station 208.000 to Point/Station 209.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 69.500(Ft.) Downstream point/station elevation = 69.030(Ft.) Pipe length = 47.49(Ft.) Slope = 0.0099 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.037(CFS) Given pipe size = 9.00(In.) Calculated individual pipe flow = 1.037(CFS) Normal flow depth in pipe = 4.68(In.) Flow top width inside pipe = 8.99(In.) Critical Depth = 5.61(In.) Pipe flow velocity = 4.47(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 3.08 min. -I-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-^ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4--I-4- + + + Process from Point/Station 208.000 to Point/Station 209.000 **** SUBAREA FLOW ADDITION **** Calculated TC of 3.085 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.216(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 3.08 min. Rainfall intensity = 4.216(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.344 Subarea runoff = 0.415(CFS) for 0.120(Ac.) Total runoff = 1.452(CFS) Total area = 0.420(Ac.) -t-t-t-4-4-4-+ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-1-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- 4-4-4- Process from Point/Station 209.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 69.030(Ft.) Downstream point/station elevation = 67.900(Ft.) Pipe length = 60.00(Ft.) Slope = 0.0188 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.452(CFS) Nearest conputed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.452(CFS) Normal flow depth in pipe = 4.72(In.) Flow top width inside pipe = 8.99(In.) Critical Depth = 6.66(In.) Pipe flow velocity = 6.19(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 3.25 min. -t-l-4-4-4-4-4-4-4-4-4-4-4-4-4-H 4-4-+ 4-4-4-4-4-4-4-4-4-t-4-4-4-4-4-4-4-t-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- 4-4-4- Process from Point/Station 209.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** Calculated TC of 3.246 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.216(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 3.25 min. Rainfall intensity = 4.216(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.484 Subarea runoff = 0.588(CFS) for 0.170(Ac.) Total runoff = 2.039(CFS) Total area = 0.590(Ac.) -H-t-4-1-4-4-4-4-4-4-4-4-4-4-4-1-4-4-4-4-4-4-4-4-t-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4--1-1--I-4-4-1- + + + Process from Point/Station 210.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 67.900(Ft.) Downstream point/station elevation = 67.000(Ft.) Pipe length = 46.50(Ft.) Slope = 0.0194 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.039(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.039(CFS) Normal flow depth in pipe = 4.89(In.) Flow top width inside pipe = 11.79(In.) Critical Depth = 7.32(In.) Pipe flow velocity = 6.79(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 3.36 min. 4-4-4-4-4-4-+ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4--I--1-4-4-4-4-4- 4-4-4- Process from Point/Station 210.000 to Point/Station 204.000 **** SUBAREA FLOW ADDITION **** Calculated TC of 3.360 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.216(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 10 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Svib-Area C Value = 0.820 Time of concentration = 3.36 min. Rainfall intensity = 4.216(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.517 Subarea runoff = 0.138(CFS) for 0.040(Ac.) Total runoff = 2.178(CFS) Total area = 0.630(Ac.) •t-+-t-4-4-4-4-4-4-4--t-4-4-4-4-4-4-4-4-4-4-4--1--H-H 4-4--H 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4--t--t-4-4-4-4--I-4-4-4-4-4-4-+ -t-4-4- Process from Point/Station 210.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.630(Ac.) Runoff from this stream = 2.178(CFS) Time of concentration = 3.36 min. Rainfall intensity = 4.216(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2 Qmax (1) Qmax (2) = 3 .157 5 .71 3.869 2 .178 3 .36 4.216 1 000 * 1. 000 * 3 .157) 4- 0 918 * 1. 000 * 2 .178) -1- = 1. 000 * 0. 588 * 3 .157) + 1. 000 * 1. 000 * 2 .178) + = 5.156 4.035 Total of 2 main streams to confluence: Flow rates before confluence point: 3.157 2.178 Maximum flow rates at confluence using above datai 5.156 4.035 Area of streams before confluence: 0.970 0.630 Results of confluence: Total flow rate = 5.156(CFS) Time of concentration = 5.712 min. Effective stream area after confluence = 1.600(Ac.) 11 4-4-4- 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-H-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-h 4-4-4-4-4-4-4-H 4-4-4-4-4-4-4-4-4-4-4-4-4- Process from Point/Station 204.000 to Point/Station 211.000 * * * * IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 67.000(Ft.) Downstream point elevation = 66.700(Ft.) Channel length thru subarea = 30.000(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.035 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 5.156(CFS) Depth of flow = 0.644(Ft.), Average velocity = 2.434(Ft/s) Channel flow top width = 4.577(Ft.) Flow Velocity = 2.43(Ft/s) Travel time = 0.21 min. Time of concentration = 5.92 min. Critical depth = 0.496(Ft.) End of computations, total study area = 1.600 (Ac.) 12 County of San Diego Hydrology Manual County of San Diego Hydrology Manual County of San Diego Hydrology Manual JGIS County of San Diego Hydrology Manual Olractioiu for Appiication: fa!^*Si!!S?" determine 6 hr and 24 hr amounts ffsquency. These maps are included^ •n the Design and Procedure Manual). -H»»«uaea (2) A<^just 6 hf precipitation (if ne<»8sary) so that it is wrthin the ranee of 45% to 65% of the 24 hr precipitation (not applicapie to Desert). ^»'^^maon (noi (3) Plot 6 hr precipitation on the right side of the chart (4) Draw a line through the point paraUel to the plotted lines 2Sa ta w"^"^""^""" *^ Appiicauon Form: (a) Selected frequency ^ year (b) Pe = J.^.,in.. P24 = 1.8 ,fs. = ^ 7 %(2) 6j)f (c)AdjustedPgPU (,<7 6.5 g 5.0 f min. 40 I inJhr. is 1 Note: This chart replaces the Intensity-Duration-Freouencv owves used since 1965. -"on-rrequency Hours |.d¥lS:»j,6.SBj >.90|fta" .a,i8! 4j4! siab 'eM \ilti ias«!ii.s6ftai7 *:*SJ9S<|110.60 IntensltjMJuratlon Design Chart - Tomplat. 3-1 Oiractioai for Appiication: (1) From preopitaiion maps detemiine 6 hrand 24 hr amounts far the selecled frequency. These rnaps are IndudedT^ •n the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is wrthin ttie nange of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). i-w^i-uon tnoi (3) Plot 6 hr precipitation on the rtght side of the chart (4) Draw a line through the point parallel to the plotted lines 3. (b)P6=_L^in..P24=^^,^= 53 ^(2, •ntonaity-Ouratlon DMlgn Clwrt - Tomplat. I Q V H R 3-1 SECTION 2: IDENTIFY POLLUTANTS, BMP SIZING AND SELECTION TABLE 2-1. ANTICIPATED AND POTENTIAL PoUutants Generated by Land Use Type, Cieneral Pollutant Categories Priority Project Categories Sediment Nutrients Heavy Metals Organic Compounds Trash & Debris Oxygen Demanding Substances Oil& Grease Bacteria & Viruses Pesticides Detached Residential Development X X X X X X X Attached Residential Developnient X X X P(l) P(2) P X (Commercial Devekjpment >one acre P(l) i>(l) X P(2) X P(5) X P(3) Pf5) Heavy Industry X X X X X X A utomotive Repair Shops X X(4)(5) X X Restaurants X X X X P(l) 1 Iillside Development >5,000 ft2 X X X X X X Parking 1 .ots P(l) P(l) X X P(l) X P(l) Retail CSasoline Outlets X X X X X Streets, I lighways & I'reeways X P(l) X X(4) X P(5) X X P(l) X = anticipated P = potential (1) \ potential pollutant if landscaping exists on-site. (2) A ptjtential pollutant if the project includes uncovered parking areas. (3) A potential pollutant if land use involves food or animal vfaste products. (4) Including petroleum hydrocarbons. (5) Including solvents. 4: 23 City Of Carlsbad SUSMP - January 14, 2011 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS REQUIRING TMDLS SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD USEPA Al'I'KOVAL D.\1K: JV\L 28. 20117 REGION TYPE NAME CALWATER WATERSHED POLLIT.ANT/STRESSOR POTENTIAL SOl'RCES ESTIMATED PROPOSED TMDL SIZE .AFFECTED CO.MPLETION Phosphorus 1.9 Miles 2019 Source Unknown Sediment Toxicity 1.9 Miles 2019 9 B Dana Point Harbor 9 R De Luz Creek 90114000 90221000 Source Unknown Indicator bacteria Impairment located at Baby Beach. Urban RunofT/Storm Sewers Marinas and Recreational Boating Unknown Nonpoint Source Unknown point source Iron 119 Acres 14 Miles 2006 2019 Manganese Source Unknown 14 Miles 2019 9 L El Capitan Lake 90731000 Color Source Unknown 1454 Acres 2019 Manganese Source Unknown 1454 Acres 2019 pH Source Unknown 1454 Acres 2019 9 R Encinitas Creek 90451000 Phosphorus Source Unknown 3 Miles 2019 Source Unknown Page 4 of 27 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS BENEFICIAL USE 1.2 Inland Surface Waters Hydmtogic Unit Basin Number M U N A G R 1 N D P R 0 C Q W R F R S H P O W R E C 1 R C 2 B 1 0 L W A R M C 0 L D W I L D R A R E S P W N San Diego County Coastal Streams - continued Buena Vista Lagoon 4.21 See Coastal Waters- Tabte 2-3 Buena Vista Creek 4.22 • • • • • • l^ena Vista Cred< 4.21 • • • • • • • Agua Hedionda 4.31 See Coastal Waters- Table 2-3 Agua Hediorda Creek 4.32 • • • • • • • Buena Creek 4.32 • • • • • • • Agua Hedionda Creek 4.31 • • • • • • • Lettert>ox canyon 4.31 • • • • • • • Canyon de las Endnas 4.40 + o • • • San Marcos Creek Waterstted Batiquitos iMgoon 4-51 See Coastal Waters- Table 2-3 San Marcos Creek 4.52 + • • • • • unnamed intamittent streams 4.63 + • • • • • San Marcos Creek Watershed San Marcos Creek 4.51 + • • • • • Btcinltas Creek 4.51 • • • • • 1 O Potential Benefldai Use + Excepted From MUN {See Text) Waterbodies are listed multiple times if th^ o'oss h^rolo^c area <x sub area boundaries. Beneficial use designations apfi^y to atl tributaries to the indicated watert>ody, if not listed separately. Tubic 2-2 BENEFICIAt USES 2-27 March 12, 1937 Table 2-3. BENEFICIAL USES OF COASTAL WATERS BEN EFICIAL USE Coastal Waters Hydrologic Unit Basin 1 N N A R E R E C 0 B 1 E S W 1 R A M A A Q M 1 S P W A S H Number D V C C M 0 T L R R U G w R E Number 1 2 M L D A R N M L L Pacific Ocean • • • • • • • • • • • • • Oana Point Harbor • • • • • • • • • • • Del Mar Boat Basin • • • • • • • • • • • Mission Say • • • • • • • • • • • Oceanside Harbor • • • • • • • • • • • San Diego Bay ^ • • • • • • • • • • • • • Coastal Lagoons Tijuana River Estuary 11.il • • • • • • • • • • • Mouth of San Diego River 7.11 • • • • • • • • • • 2 Los Penasquitos Lagoon 6.10 • • • • • • • • • • San Dieguito Lagoon 5.11 • • • • • • • • • Batiquitos Lagoon 4.51 • • • • • • • • • San Elijo Lagoon 5.61 • • • • • • • • • Aqua Hedionda Lagoon 4.31 • • • • • • • • • • • • Includes the tidal prims of the Otay and Sweetwater Rivers. FisWng from shore or boat permitted, but oth^ water contact rwreational (REC-1) uses are prohibited. # Existing Beneficial Use Tabte 2-3 BENERCIAU USES 2-47 Marcti 12, 1997 Table 2-3. BENEFICIAL USES OF COASTAL WATERS BENI EFICIAL USE Coastal Waters Hydrologic Unit Basin 1 N N A R ^ E R E C 0 B 1 E S W 1 R A M A A Q M 1 S P W A S H Hydrologic Unit Basin D V C C M 0 T L fl R U G W R E Number V 1 2 M L D E A R N M L L Coasts Lagoons - continued 2 Buena Vista Lagoon 4.21 • • • 0 • • • • Loma Alta Slough 4.10 • • • • • • Mouth of San Luis Rey River 3.11 • • • • • • Santa Margarita Lagoon 2.11 • • • • • • • • AJiso Creek Mouth 1.13 • • • • • San Juan Creek Mouth 1.27 • • • • • • • San Mateo Creek Mouth 1.40 • • • • • • • • San Onofre Creek Mouth 1.51 • • • • • • • t Includes the tidal prisms of the Otay and Sweetwater Rivers. 2 Rshlng frtwn shore or boat pertrttted, but other water contact recreational <B£C-1} uses are prohibited. # Existing Seneficial Use O Potential Beneflcial tjse Table 2-3 BENEFICIAL USES 2-48 March 12, 1997 Table 2-5. BENEFICIAL USES OF GROUND WATERS BENEFICIAL USE Ground Water Hydrologic Unit Basin Number M A 1 P F ( U G N R R \ N R D 0 S C H CARLSBAD HYDROLOGIC UNIT 4.00 Loma Alta HA 2 4.10 + 1 1 •1 1 1 Buena Vista Creek HA 4.20 & Salto HSA 2 4.21 • • 0 Vista HSA 4.22 • • • Aqua Hedionda HA 4.30 Los Monos HSA 2 4.31 • • • Los Morvos HSA 5 4.31 0 0 0 Los Monos HSA 6 4.31 0 • 0 Buena HSA 4.32 • • • Encinas HA 4.40 + 2 Ttwse bsnafIclal uses do not apply wwtMty of the eastwly boundary of the right-of-way of Interstate Highway 6 and this area Is excepted from the SOUTCM of drinldno watw poUcy. the bwrmfidti uses for the remainder of the hydrokjgic area are es shown. S These beneticiat use desiflnattons apply to the portion of HSA 4.3! boundad on *9 west by tha easteriy boundary of Interstate Hlflhway 6 rioht-of-way; on the east by the easterly boundary of £1 Camhw Real; and on the north by a Une extending atong the southeriy edge of Agua Hedionda Lagoon to the easterly end of the lagoon, thence In an esstarty direction to Evans Point, thenee easterly to El Camino Real atong the ridge lines sepanrting Lettwbox Canyon end the area draining to the Maroarlo Canyon. 8 These beneficial usa designations apply to the portton of HSA 4,31 tribotan^ to Agua Hedionda Creek downstream from the El Camino Reel crossing, except lands trtbutenr to Marcarto Canyon Uocsted directly southerly of Evans Point}, iand directly aouth of Agua Hedionda Lagoon, and areas west of Interstate Highway S. # Existing Beneficial Use 0 Potential Benaficiai tise 4- Excepted From MUN (seetex^ Table 2-5 BENEFICIAL USES 2-53 September 8,1994 8 stormwater Pollutant Sources and Source Control Checklist How to Use this Checklist: 1. Review Column 1 and identify whicii of tiiese potential sources of stormwater pollutants apply to your project. Check each box that applies. 2. Review Column 2 and incorporate all of the corresponding applicable BMPs in your SUSMP Drawings. 3. Review Columns 3 and 4 and incorporate all of the corresponding applicable permanent controls and operational BMPs in a table in your SUSMP Drawings. For PDP^s, in your SWMP, use the format shown in Table 3-1. In the SWMP, describe your specific BMPs in an accompanying narrative, and explain any special conditions or situations that required omitting BMPs or substituting altematives. IF THESE SOURCES WILL BE ON THE PROJECT SITE ... Potential Sources of Runoff Poilutants THEN YOUR PROJECT SHOULD INCLUDE THESE SOURCE CONTROL BMPs Permanent Controls—Show on SUSMP Drawings Pennanent Controls—List in SWMP Table and Narrative Operational BMPs—Include in SWMP Table and Narrative ^ A. On-site storm drain inlets Locations of inlets. Mark all inlets with the words "No Dumping! Flows to Bay" or similar. Maintain and periodically repaint or replace inlet markings. Provide stormwater pollution prevention information to new site owners, lessees, or operators. See applicable operational BMPs in Fact Sheet SC-44, "Drainage System Maintenance," in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com Include the following in lease agreements: "Tenant shall not allow anyone to discharge anything to stotm drains or to store or deposit materials so as to create a potential discharge to storm drains." Page 1 of 9 • B. Interior floor drains and elevator shaft sump pumps • State that interior floor drains and elevator shaft sump pumps will be plumbed to sanitary sewer. Inspect and maintain drains to prevent blockages and overflow. • C. Interior parking garages • State that parking garage floor drains will be plumbed to the sanitary sewer. • Inspect and maintain drains to prevent blockages and overflow. • Di. Need for future indoor & structural pest control • Note building design features that discourage entry of pests. • Provide Integrated Pest Management infotmation to owners, lessees, and operators. ^ 02. Landscape/ Outdoor Pesticide Use ^ Show locations of native trees or areas of shrubs and ground cover to be undisturbed and retained. ^ Show self-retaining landscape areas, if any. If a PDP, show stormwater treatment facilities. State that final landscape plans will accomplish all of the following. Preserve existing native ttees, shrubs, and ground cover to the maximtmi extent possible. Design landscaping to minimize irrigation and runoff, to promote surface infilttation where appropriate, and to minimize the use of fertilizers and pesticides that can contribute to stormwater pollution. Where landscaped areas are used to retain or detain stormwater, speedy plants that are tolerant of saturated soil conditions. Consider using pest-resistant plants, especially adjacent to hardscape. To insure successful establishment, select plants appropriate to site soils, slopes, cUmate, sun, wind, tain, land use, air movement, ecological consistency, and plant interactions. •S( Maintain landscaping using minimum or no pesticides. See applicable operational BMPs in Fact Sheet SC-41, "Building and Grounds Maintenance," in the CASQA Stormwater Quality Handbooks at •w'ww.cabmphandbooks.com Provide IPM information to new owners, lessees and operators. • E. Pools, spas, ponds, decorative fountains, and other water features. • Show location of water feature and a sanitary sewer cleanout in an accessible area within 10 feet. If the local mxmicipality requires pools to be plumbed to the sanitary sewer, place a note on the plans and state in the narrative that this connection will be made according to local requirements. See applicable operational BMPs in Fact Sheet SC-72, "Fountain and Pool Maintenance," in the CASQA Stormwater Quality Handbooks at www, c abmplian dbooks.com Page 2 of 9 F. Food service For restaurants, grocery stores, and other food service operations, show location (indoors or in a covered area outdoors) of a floor sink or other area for cleaning floor mats, containers, and eqmpment. On the drawing, show a note that this drain will be connected to a grease interceptor before discharging to the sanitaty sewer. Describe the location and features of the designated cleaning area. Describe the items to be cleaned in this facility and how it has been sized to insure that the largest items can be accommodated. G. Refuse areas ar Show where site refuse and recycled materials will be handled and stored for pickup. See city standard drawing GS-16. If dumpsters or other receptacles are outdoors, show how the designated area will be covered, graded, and paved to prevent run- on and show locations of berms to prevent runoff from the area. Any drains from dumpsters, compactors, and tallow bin areas shall be cormected to a grease removal device before discharge to sanitary sewer. State how site refuse will be handled and provide supporting detail to what is shown on plans. State that signs will be posted on or near dumpsters with the words "Do not dump hazardous materials here" or similar. State how the following will be implemented: Provide adequate number of receptacles. Inspect receptacles regularly; repair or replace leaky receptacles. Keep receptacles covered. Prohibit/prevent dumping of liquid or hazardous wastes. Post "no hazardous materials" signs. Inspect and pick up litter daily and clean up spills immediately. Keep spiU control materials available on- site. See Fact Sheet SC-34, "Waste Handling and Disposal" in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com • H. Industrial processes. • Show process area. If industrial processes are to be located on site, state: "All process activities to be performed indoors. No processes to drain to exterior or to stotm drain system." See Fact Sheet SC-IO, "Non- Stormwater Discharges" in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com Page 3 of 9 i. Outdoor storage of equipment or materials. (See rows J and K for source control measures for vehicle cleaning, repair, and maintenance.) • Show any outdoor storage areas, including how materials will be covered. Show how areas wiU be graded and bermed to prevent run- on or run-off from area. • Storage of non-hazardous Uquids shall be covered by a roof and/or drain to the sanitaty sewer system, and be contained by berms, dikes, liners, or vaults. • Storage of hazardous materials and wastes must be in compUance with the local hazardous materials ordinance and a Hazardous Materials Management Plan for the site. Include a detailed description of materials to be stored, storage areas, and structural features to prevent poUutants from entering storm drains. Where appropriate, reference documentation of compUance with the requirements of local Hazardous Materials Programs for: • Hazardous Waste Generation • Hazardous Materials Release Response and Inventory • CaUfomia Accidental Release (CalARP) • Aboveground Storage Tank • Uniform Fire Code Article 80 Section 103(b) & (c) 1991 • Underground Storage Tank See the Fact Sheets SC-31, "Outdoor Liquid Container Storage" and SC- 33, "Outdoor Storage of Raw Materials " in the CASQA Stormwater QuaUty Handbooks at \vww.cabmphandbooks.com Page^ of 9 J. Vehicle and Equipment Cleaning • Show on dravkdngs as appropriate: (1) Commercial/industrial faciUties having vehicle /equipment cleaning needs shaU either provide a covered, bermed area for washing activities or discourage vehicle/equipment washing by removing hose bibs and installing signs prohibiting such uses. (2) Multi-dweUing complexes shaU have a paved, bermed, and covered car wash area (unless car washing is prohibited on-site and hoses are provided with an automatic shut- off to discourage such use). (3) Washing areas for cars, vehicles, and equipment shaU be paved, designed to prevent run-on to or runoff from the area, and plumbed to drain to the sanitary sewer. (4) Commercial car wash faciUties shall be designed such that no runoff from the faciUty is discharged to the storm drain system. Wastewater from the faciUty shaU discharge to the sanitary sewer, or a wastewater reclamation system shaU be instaUed. • If a car wash area is not provided, describe measures taken to discourage on-site car washing and explain how these wiU be enforced. Describe operational measures to implement the foUowing (if appUcable): • Washwater from vehicle and equipment washing operations shall not be discharged to the storm drain system. • Car dealerships and similar may rinse cars with water only. • See Fact Sheet SC-21, "Vehicle and Equipment Cleaning," in the CASQA Stormwater QuaUty Handbooks at www.cabmphandbooks.com Page 5 of 9 K. Vehicle/Eqmpment Repair and Maintenance • Accommodate aU vehicle equipment repair and maintenance indoors. Or designate an outdoor work area and design the area to prevent run-on and runoff of stormwater. Show secondary containment for exterior work areas where motor oil, brake fluid, gasoUne, diesel fuel, radiator fluid, acid-containing batteries or other hazardous materials or hazardous wastes are used or stored. Drains shaU not be instaUed within the secondary containment areas. Add a note on the plans that states either (1) there are no floor drains, or (2) floor drains are connected to wastewater pretreatment systems prior to discharge to the sanitary sewer and an industrial waste discharge permit wiU be obtained. State that no vehicle repair or maintenance wiU be done outdoors, or else describe the required features of the outdoor work area. State that there are no floor drains or if there are floor drains, note the agency from which an industrial waste discharge permit wiU be obtained and that the design meets that agency's requirements. State that there are no tanks, containers or sinks to be used for parts cleaning or rinsing or, if there are, note the agency from which an industrial waste discharge permit wiU be obtained and that the design meets that agency's requirements. • In the SUSMP report, note that aU of the foUowing restrictions apply to use the site: No person shaU dispose of, nor permit the disposal, directly or indirectiy of vehicle fluids, hazardous materials, or rinsewater from parts cleaning into storm drains. No vehicle fluid removal shaU be performed outside a building, nor on asphalt or ground surfaces, whether inside or outside a building, except in such a manner as to ensure that any spiUed fluid wiU be in an area of secondary containment. Leaking vehicle fluids shall be contained or drained from the vehicle immediately. No person shaU leave unattended drip parts or other open containers contaiiung vehicle fluid, unless such containers are in use or in an area of secondary containment. Page 6 of 9 • L. Fuel Dispensing Areas • FueUng areas^ shaU have impermeable floors (i.e., portiand cement concrete or equivalent smooth impervious surface) that are: a) graded at the minimum slope necessary to prevent ponding; and b) separated from the rest of the site by a grade break that prevents run-on of stormwater to the maximum extent practicable. FueUng areas shaU be covered by a canopy that extends a minimum of a ten feet in each direction from each pump. [Altemative: The fueling area must be covered and the cover's minimum dimensions must be equal to or greater than the area within the grade break or fuel dispensing area'.] The canopy [or cover] shaU not drain onto the fueling area. • The property owner shall dry sweep the fueling area routinely. • See the Business Guide Sheet, "Automotive Service—Service Stations" in the CASQA Stormwater QuaUty Handbooks at ^^www.cabmphandbooks.com ' The fueling area shall be defined as the area extending a minimum of 6.5 feet from the comer of each fuel dispenser or the length at which the hose and nozzle assembly may be operated plus a minimum of one foot, whichever is greater. Page 7 of 9 • M. Loading Docks • Show a preUminary design for the loading dock area, including roofing and drainage. Loading docks shaU be covered and/or graded to minimize run-on to and mnoff from the loading area. Roof downspouts shaU be positioned to direct stormwater away from the loading area. Water from loading dock areas should be drained to the sanitary sewer where feasible. Direct coimections to storm drains from depressed loading docks are prohibited. Loading dock areas draiiung directly to the sanitary sewer shall be equipped with a spiU control valve or equivalent device, which shaU be kept closed during periods of operation. Provide a roof overhang over the loading area or instaU door skirts (cowUng) at each bay that enclose the end of the trailer. • Move loaded and unloaded items indoors as soon as possible. • See Fact Sheet SC-30, "Outdoor Loading and Unloading," in the CASQA Stormwater QuaUty Handbooks at www.cabmphandbooks.com • N. Fire Sprinkler Test Water Provide a means to drain fire sprinkler test water to the sanitary sewer. • See the note in Fact Sheet SC-41, "Building and Grounds Maintenance," in the CASQA Stormwater QuaUty Handbooks at •www.cabmphandbooks.com Page 8 of 9 O. MisceUaneous Drain or Wash Water • Boiler drain lines • Condensate drain lines • Rooftop equipment • Drainage sumps •J^ Roofing, gutters, and trim. • Boiler drain Unes shaU be directly or indirectly connected to the sanitary sewer system and may not discharge to the storm drain system. Condensate drain Unes may discharge to landscaped areas if the flow is small enough that nmoff wiU not occur. Condensate drain Unes may not discharge to the storm drain system. Rooftop mounted equipment with potential to produce poUutants shaU be roofed and/or have secondary containment. Any drainage sumps on-site shaU feature a sediment sump to reduce the quantity of sediment in piunped water. Avoid roofing, gutters, and trim made of copper or other unprotected metals that may leach into runoff. P. Plazas, sidewalks, and parking lots. Plazas, sidewalks, and parking lots shaU be swept regularly to prevent the accumulation of Utter and debris. Debris from pressure washing shaU be coUected to prevent entry into the storm drain system. Washwater containing any cleaiung agent or degreaser shaU be coUected and discharged to the sanitary sewer and not discharged to a storm drain. Page 9 of 9 SECTION 2: IDENTIFY POLLUTANTS, BMP SIZING AND SELECTION iE5 r Bnd of Decision Matrix FIGURE 2-2. Mitigation Criteria and Implementation I 38 City of Carlsbad SUSMP - January 14, 2011 10 11 12 STORM WATER MANAGEMENT PLAN GREEN DRAGOM COLONIAL VILLAGE BIORETENTION SIZING CALCULATIONS: Sub-Basin A (ac.) 0 1 (in./hr.) Q (treat) = CIA Required Surface Area (sq.-ft.) = C*A*4% Provided Surface Area (sq.- ft.) A1 0.42 0.82 0.2 0.07 600 2740 A2 0.57 0.82 0.2 0.09 814 1630 A3 0.23 0.82 0.2 0.04 329 n/a A4 0.15 0.82 0.2 0.02 214 n/a Bl 0.94 0.82 0.2 0.15 1343 2500 B2 0.21 0.82 0.2 0.03 300 n/a 83 0.15 0.82 0,2 0.02 214 360 84 0.14 0.82 0,2 0.02 200 310 85 0,05 0.82 0.2 0,01 71 100 86 0.07 0.82 0,2 0.01 100 100 87 0.05 0.82 0,2 0.01 71 340 88 0.1 0.82 0.2 0,02 143 150 G:\081240\SWMP\SWMP 111108\8ioretention.xls 13 Part / GISB-24-24-12 TOP VIEW FLOW SCHEMATIC STORM BOOM SKIMMER Flow Specifications Description of filter opening Percent Open Senta Dbntnahm Total Square Inches per Unii Square Inches of Total Unobstructed Openings Flow Raie (Cubic Feei per Second) Skimmer protoctod By—Paas 100% 72.0 72.0 2.9 cfs Coarao Scroan 3/4" X 1-J/4" stalnloaa steal flattanad axpandad 62X 72.0 44.6 2.1 cfs Madtum Scraan lOxlO mash stainless steal 56X 143.5 80.4 4.3 cfs Fina scraan 14 X 18 mesh atainlasa atael eax 144.0 97.9 5.8 cfs THROAT FLOW RATE Total: 4.4cfs TREATED FLOW RATE Total: 12.2cfs FLOW RATES BASED ON UNOBSTRUCTED OPENINGS THROAT :^-s= TURBULENCE DEFLECTOR GRATE SKIMMER PROTECTED BYPASS COARSE SCREEN FINE SCREEN CONCRETE STRUCTURE BOX MANUFACTURED FROM MARINE GRADE FIBERGLASS & GEL COATED FOR UV PROTECTION 5 YEAR MANUFACTURERS WARRANTY PATENTED ALL FILTER SCREENS ARE STAINLESS STEEL REMOVE GRATE INSERT GISB REINSTALL GRATE ETxcLus/va: CAUIF-QRNIA DISTRIBUTOR: BIO CLEAN ENS^IROMMEMTAL SER\^ICE P.O. BOX BS9. OCE:ANSIDE, CA. 920-4^9 TEL. 700— ^33—7e4-0 KAX;7SO ——J 1 7S Email: tnfotPbloclaananvlronm^ntal.nat stms QU/m Pimm AK BUILT FOR EAST cuAmc AW AHE ixs&eo m BE ftm/m musmuaiM AUD SHOUD lASr FOH DOADCS. st-ir^TfRETE: T-e'o/-//s/oi_oc»/H:s 793 CLEARLAKE RD. SUITE #2 COCOA F-L. 3Z9Za TEL. 321—e37—7SSS FAX 3S1—e37—7SS4 ——< st-ir^TfRETE: T-e'o/-//s/oi_oc»/H:s 793 CLEARLAKE RD. SUITE #2 COCOA F-L. 3Z9Za TEL. 321—e37—7SSS FAX 3S1—e37—7SS4 GRATE INLET SKIMMER BOX OISB—24—24.— 12 GRATE INLET SKIMMER BOX OISB—24—24.— 12 DATE: OA-yi 2/OA-SCALE:Sf^ — 1S DATE: OA-yi 2/OA-SCALE:Sf^ — 1S 'lUiA DRAFTEFi: N.R.B. UNITS INCHES eUM Grat@ inlet Skimnier BOK - Removal Efficiencies Numeric Reductions (mg/L) Total Suspended Solids mg/L Total Phosphorus mg/L Total Nitrogen mg/L Location Inlet Outlet Removal Efficiency Inlet Outlet Removal Efficiency Inlet Outlet Removal Efficiency Site Evaluation - Reedy Creel< 74% 57% 24.3 10.4 57% Creech Engineering Report 73% 79% 79% Witman's Pond 978 329 66% 18.6 0.452 98% 48.08 9.86 79% UC Irvine 53% Zinc mg/L Lead mg/L Copper mg/L Location Inlet Outlet Removal Efficiency Inlet Outlet Removal Efficiency Inlet Outlet Removal Efficiency UC Irvine 11% 99% Longo Toyota 13.7 0.73 95% 1.5 0.2 87% 1.9 0.1 95% Ammonia, Salicylate mg/L Fecal Coliform CFU/100 mL Cadmium Location Inlet Outlet Removal Efficiency Inlet Outlet Removal Efflciency Inlet Outlet Removal Efficiency Site Evaluation - Reedy Creelc 0.38 0.23 39% UC Irvine 33% 94% Hydrocarbons mg/L COD (mg/L) Location Inlet Outlet Removal Efficiency Inlet Outlet Removal Efficiency Site Evaluation - Reedy Creelc 54% 2670 1490 44% Witman's Pond 110 so 55% UC Irvine 90% Longo Toyota 199 10.43 95% Reedy Creek - Site Evaluation of a Grate Inlet Sidmmer Box for Debris, Sediment, and Oti & Grease Removal • 1999 • Independent Test Creech Engineering Report - Pollutant Removal Testing for a Grate Iniet SIdmmer Box - 2001 Witman's Pond - Restoration Project - Massachusetts Dept of Environmental IVIanagement -1998 - independent Test UC Irvine - Optimization of Stormwater Filtration at the Urban/Watershed interface - Dept of Environmental Health - 2005 - Independent Test Longo Toyota - Field Test - City of Ei Monte - 2002 - Independent Test Environmental Laboratories, Inc. « m 10926 Rush St.. Suite A-16B « South El Mon^CA 91733 • Tel: (626) 575-5137 • Fax: (626) 575-7467 Client: CITY OF EL MONTE PUBLIC WORKS/ENGINEERJNG DEPARTME^TT 11333Valley Boulevard El Monte,CA91731-3293 Report based on Analyses Results. The city of El Monte provided ABN Eavironmental Laboratories. Inc. witb fourrunoff samples which were collected from Longo Toyota. Only one sample was oollccted before fiitnition and three samples were coUected after filtration. Three amples (after ffltration) were collected on three sepaiate dates. All four samples were tested for metals, oil & grease, and MBAS (soap) Based on the analyses results, the following can be deduced: The filtration is efficient in retaining die tested metals as well as oil & grease. However, fihration is unable to retain MBAS (soap) as indicated by the test results. This report is prepared based on Umited runofF samples. Respectfully submitted, ^rtedrick Bet-Pera. Ph. D. Laboratory Director Jacob (Hacop) Nercessian Technical Director LAB TES r RESULTS-RUNOFF WATER SAMPLES COLLECTED AT LONGO TOYOTA BETWEEN 09/23/02 AND 11/07/02 (BIOCLEAN FILTERS) TESTING BY ABN ENV. LABS., SOUTH EL MONTE, CA Ho, POLLUTANT DETBmON LMIT TEST1 NO FILTER TEST2 i AfTER 1 WEEK Wa.TER TEST3 AFTER SV^KS VWFILTER TEST4 /tf TER S Vi^KS VWRLres Ho, POLLUTANT nan 1 OiL&GREA5£ 2.70 199,00 <Z7 20.00 S.SO 2 SOAP 17.00 102.00 165.00 1S1.00 108.00 1 a CHR(^UM 0.0S 0.47 <6JQS <0.05. <0.05 1 4 LEAO aio 1.S0 0.40 <0.10 <0.10 $ COPPER O.0S 1.90 0.13 0.11 6 IRCM^) 0.05 218.00 3.70 1.63 1.25 7 ALUMINUM 0.20 103.00 1.^ 120 O.S0 6 ZINC aio 13.70 1.10 0.34 0.76 9 NICKEL 0.10 0.70 0.30 «0.10 0.15 STORMWATER FILTRATION SYSTIMS (760) 433-7640 FAX (760) 433-Si76 SALES A SERVKE X INFORmTION FLUM 11 TED H nra m Wmm m m. A Stormwater Pollution Control Dey Ice FLUME FILTER - Boom Box Type FLUME FILTER Trash Type • Captures Trash & Litter • Captures Hydrocarbons • Captures Grass & Leaves o Various Sizes Available • Custom Configurations • Easy to iVIaintain • Heavy Duty Construction Easy Access for Cleaning Durable- Fiberglass for Strength Storni Booms - For Filtering Hydrocarbons Mesh Screen - For Filtering out Sediments Diamond Plate for Strength and Filtering Large Debris ENVlffONMENTAL SERVICES. INC. P O Box 869, Oceanside, CA 92049 (760)433-7640 • Fax (760) 433-3176 www.biocleanenvironmental.net "The Stoni. aier Standard' 'Sm (';l]©aiJii l/'liGiii/uii© li^'D[iS©[i - l^leiMowall liffyicsn^irfleoes Numeric Reductions (mg/L) • Total Suspended Solids mg/Ll Total Phosphorus mg/L 1 Nitrate-N mg/L Location Outlet Removal 1 Efficiency 11 Inlet Outlet Removal • Efficiency | Inlet Outlet Removal Efficiency Waves Environmental m 73 51.6 29% 1 5.12 5.42 -6% 1 5.43 5.02 8% Location Waves Environmental Zinc mg/L Lead mg/L Inlet Outlet Removal 1 Efficiency 1 Inlet Outlet Removal Efficiency 1.33 1.28 4% 1 0.201 0.17 15% I Copper mg/L Removal Inlet Outlet Efficiency 0.951 0.93 2% 1 Silver mg/L I Removal Location • Inlet Outlet Efficiency Waves Environmental 1 0.04 0.03 25% I Mercury mg/L 1 Cadmium mg/L Inlet Removal 1 Removal Inlet Outlet Efficiency 1 Inlet Outlet Efficiency 0.009 0.007 22% 1 0.584 0.55 6% Oil & Grease mg/L TPH (mg/L) Location 1 Inlet Outlet Removal 1 Efficiency 1 Inlet Outlet Removal 1 Efficiency 1 Waves Environmental 1 360 62.2 83% 1 223 29.57 87% 1 Waves Environmental - Bio Clean Flume Filter Pollutant Removal Testing - 2007 SPECIFICATIONS Flume Filter/Boom Box I. Specifications Coverage: The Flume Filter provides full coverage of flume such that all influent, at rated flows, is conveyed to the filter The filter will retain all windblown and swept debris entering the flume or channel. Non-Corrosive Materials: All components of the filter system, including mounting hardware, fasteners support brackets, filtration material, and support frame are constructed of non-corrosive materials: 316 stainless steel aluminum and starboard. Fasteners are stainless steel. Primary filter screen is %" flattened expanded aluminum metal and 316 stainless steel welded 10 x 10 mesh screen. Durability: The Flume Filter is constructed of an all starboard frame and stainless steel screens backed by flattened expanded aluminum metal. Filter (excluding oil absorbent media) and support structures are of proven durability with an expected service life of 10 to 15 years. The filter and mounting structures are of sufficient strength to support water sediment, and debns loads when full without breaking, or tearing. All filters are warranted for a minimum of five (5) years. Oil Absorbent Media: The Flume Filter is fitted with an absorbent media for removal of petroleum hydrocarbons from influent, and so placed in the filter assembly to treat influent at rated flow. Absorbent media is easily replaceable in the filter, without the necessity of removing fixed mounting brackets or mounting hardware. Hydrocarbon media is placed in the bottom ofthe filter unit. The hydrocarbon media encompasses the total bottom area of the unit and lie horizontal for maximum absorption. No polypropylene, monofilament netting or fabrics shall be used in the product. Overflow Protection: The Flume Filter is designed so that it does not inhibit storm flows entering the flume/channel or obstruct flow through the flume/channel during peak storm flows. -Iter Bypass: Water will not bypass the filter at low flows, nor bypass through contact surfacesfhydrocarbon boom) at low flows. ' Pollutant Removal Efficiency: The Flume Filter is designed to capture high levels of trash and litter, grass and foliage sediments, hydrocarbons, grease and oil. The filter has a multistage filtration system, which incorporates durable screen' and steel mesh filtering. il. Installation Installation: The Flume Filter will be securely installed within the flume/channel, with contact surfaces sufficiently joined together so that no fliter bypass can occur at low flow. All anchoring devices and fasteners are installed within the interior of the flume/channel. installation Notes: 1. Bio Clean Environmental Services, Inc. Flume Filter shall be installed pursuant to the manufacturer's recommendations and the details on this sheet. 2. Flume Filter shall provide coverage of entire flume/channel opening to direct all flow through the filter. 3. Attachments to flume/channel walls shall be made of non-corrosive hardware. 4. Place filter in flume/channel, attach the scribe strips to the filter with pop rivets, and then attach the same scribe strips with concrete drive pins to the side of the flume/channel. 5. Place hydrocarbon booms in bottom of unit in a horizontal manner. 6. Close lid and latch when applicable. "i. Maintenance Maintenance: The Flume filter is readily serviceable without removing. Debris accumulated in front of the filter should be swept up and disposed of appropriately. The filter's front screen should be inspected and cleaned if necessary to maintain proper flow through the filter. This screen can easily be cleaned by brushing of its surface with a broom. To service the media booms, open the top hatch, clean and inspect and/or replace hydrocarbon booms. n/iaintenance Notes: 1. Bio Clean Environmental Services, Inc. recommends cleaning and debris removal maintenance a minimum of four times per year, and replacement of hydrocarbon booms a minimum of twice per year. . Following maintenance and/or inspection, the maintenance operator shall prepare a maintenance/inspection record. The record shall include any maintenance activities performed, amount and description of debris collected, and condition of filter. 3. The owner shall retain the maintenance/inspection record for a minimum of five years from the date of maintenance. These records shall be made available to the governing municipality for inspection upon request at any time. 4. Remove all trash, debris, organics, and sediments collected in front of the filter, then open the lid and remove trash and debris within the filter. 5. Evaluation of the hydrocarbon boom shall be performed at each cleaning. If the boom is filled with hydrocarbons and oils it should be replaced. Remove hydrocarbon booms and replace. 6. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 7. The hydrocarbon boom is classified as hazardous material and will have to be picked up and disposed of as hazardous waste. Hazardous material can only be handled by a certified hazardous waste trained person (minimum 24-hour hazwoper). P O Box 869, Oceanside, CA 92049 (760 433-7640 Fax (760) 433-3176 ENVIRONMENTAL SERVICES, INC.i^^ www.biocleanenvironmental.net