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HomeMy WebLinkAboutCT 14-09; UPTOWN BRESSI RANCH; STORM WATER QUALITY MANAGEMENT PLAN; 2017-11-21RECORD COPY (ityof I Carlsbad )I Date PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR UPTOWN BRESSI (Final Engineering) Project ID: CT 14-09 job Number:, 17169-A Drawing Number: 502.8A ENGINEER OF WORK Brendan Hastie R.C.E. #65809 Exp.09./19 PREPARED FOR: W JO85aog EXP.314$ ). CAi Sarah Morrell (Owner) Shea Homes 9900 Mega Rim Road San Diego, California 92121 Kevin McCook (Owner) Shea Business Properties 9900 Mesa Rim Road San Diego,, California 92121 PREPARE BY: Rick Engineering Company ,5.620 Friars Road San, Diego, California 92110 619-291-0707 Date: March29, 2017 Revised: June 9,2017 Revised: August 4, 2017 Revised: August 29, 2017 Revised: September. 19, 2017 Revised: November 21, 2017 EflITE REC D NOV 22 2017 , LAND DEVELOPMENT ENGNEEjNG C,) —J z U. I 1 I I , I I I I I .1 I: I I I i I TABLE OF CONTENTS Certification Page Project Vicinity Map c FORM E-34 Storm Water Standard Questionnaire Site Information FORM E-36 Standard Project Requirement Checklist Summary of PDP Structural BMPs Attachment 1: Backup for PDP Pollutant Control BMPs Attachment la: DMA Exhibit Attachment Ib: Tabular Summary of DMAs and Design Capture Volume Calculations V V Attachment Ic: Harvest and Use Feasibility Screening (when applicable) Attachment Id: Categorization of Infiltration Feasibility Condition (when applicable) Attachment le: Pollutant Control BMP Design Worksheets / Calculations Attachment 2: Backup for PDP Hydromodification Control Measures Attachment 2a: Hydromodification Management Exhibit Attachment 2b: Management of Critical Coarse Sediment Yield Areas Attachment 2c: Geomorphic Assessment of Receiving V Channels Attachment 2d: Flow Control Facility Design Attachment 3: Structural BMP Maintenance Thresholds and Actions Attachment 4: Single Sheet BMP (SSBMP) Exhibit • Attachment 5: Water Quality Approach for Uptown Bressi Off-site Improvements BMP Design Manual February 2016 Edition V (Jity of BH:ASH::vs/k/Reports/17169-AVOO7 V Carlsbad I I CERTIFICATION I. PAGE I Project Name: UPTOWN BRESSI Project ID: CT 14-09 . I I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs for this project, and that I have exercised responsible charge over the design of the project. as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with the requirements of the BMP Design Manual, which is based on the requirements of SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current Order. 1 have read and understand that the. City Engineer has adopted minimum requirements for managing urban runoff, including storm water, from land development activities, as I described in the BMP Design Manual I certify that this SWQMP has been completed to the best of my ability and accurately reflects the project being proposed and the applicable source control and site design BMPs proposed to minimize the potentially negative impacts I of this project's land development activities on water quality. I understand and acknowledge. that the plan check review of this SWQMP by the City Engineer is confined to a review and does not relieve me, as the Engineer in Responsible Charge of design of storm water BMPs for this project, of my responsibilities for project design. I Brendn Hastie, R.C.E. 658079, Expires 09/19 ,<cOF Brendan HAstie* U) Print Name Exp. . • i Rick Engineering Company Op CALI Company I .. . Date. U I . BMP Design 144nua1 February '20.16 Edition ' (City or - BH:ASI-I::vs/k/Reports/17169-A.007 . 1. . Carlsbad I.. I; PROJECT VICINITY MAP I - Project Name: UPTOWN BRESSI I BMP Design Manual I February 2016 Edition Of Carlsbad• I I, I I . I .1 I I .1 I; I I I. I. I I . PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR UPTOWN BRESSI REVISION PAGE September 19, 2017 This Priority Development Project Storm Water Quality Management Plan (PDP SWQMP) presents a revision to the August 29, 2017 plan pursuant to the fourth plan check comments from the City of Carlsbad. Rick Engineering Company's response to the City of Carlsbad plan check comments is included with the original copy of the PDP SWQMP report dated, August 29, 2017. In summary the revisions to the report include, Updates to the report narrative and attachments to incorporate minor comments pertaining to offsite DMA-6. All the plan check comments have been addressed and changes and/or additions have been provided. BMP Design Manual S C321ty of February 2016 Edition Carlsbad WE I 1' I $ I . I I . I I I. I. 1•. I I I PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR UPTOWN BRESSI REVISION PAGE August 29, 2017 This Priority Development Project Storm Water Quality Management Plan (PDP SWQMP) presents a revision to the August 04, 2017 plan pursuant to the third plan check comments from the City of Carlsbad. Rick Engineering Company's response to the City of Carlsbad plan check comments is included with the original copy of the PDP SWQMP report dated, August 04, 2017. In summary the revisions to the report include, - Revised DMA and HMP exhibit with the offsite DMA. Updated OMP table Signed and sealed copy of Form 1-8 All the plan check comments have been addressed and changes and/or additions have been provided. S BMP Design Manual S February 2016 Edition :ity Of Carlsbad PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR - UPTOWN BRESSI REVISION PAGE August 4, 2017 This Priority Development Project Storm Water Quality Management Plan (PDP SWQMP) presents a revision to the June 09, 2017 plan pursuant to the second plan check comments from the City of Carlsbad. Rick Engineering Company's response to the City of Carlsbad plan check comments is included with the original copy of the PDP SWQMP report dated, June 09, 2017. In summary the revisions to the report include, Attachment 5 addressing water quality for Uptown Bressi offsite improvements Updates to the report narrative Rvised DMA and HMP exhibits Revised Single Sheet BMP exhibit Written analysis of HMP modeling All the plan check comments have been addressed and changes and/or additions have been provided. BMP Design Manual city of February 2016 Edition Carlsbad PRIORITY DEVELOPMENT PROJECT (PDP) I STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR I UPTOWN BRESSI REVISION PAGE I. June 9, 2017 I .This Priority Development Project Storm Water Quality Management Plan (PDP SWQMP) presents a revision to the March 29, 2017 plan pursuant to the first plan check comments from the City of Carlsbad. Rick Engineering Company's response to the City of Carlsbad plan check' 'I comments is included with the original copy of the PDP SWQMP report dated, March 29, 2017. 1 ' In summary the revisions to the report include, Drawdown time calculations have been included. I . • DMA and HMP exhibits have been updated. Modular Wetland in DMA 5 has been replaced with conventional biofiltration basins and'BMP worksheet calculations have been added for the same. - • Detail sheets for the proposed underground vaults and hydrodynamic separators have been revised. I • Grammatical errors have been corrected. All the plan check comments have been addressed and changes and/or additions have been I provided. I I- I I... ' -- ' S '-I 0 BMP Design Manual city of February 2016 Edition . Carlsbad I I i t City of Carlsbad STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov I TT:2.:I To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management I Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application I (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements or be subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) requirements. I Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than I initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. ,-PROJECT INFOkMAT!0N_' PROJECT NAME: UPTOWN BRESSI PROJECT ID: CT 14-09 ADDRESS: NE Corner of Gateway Rd & Colt P1, Carlsbad, CA 92009 APN: 231-262-06,-07,-08,-09 The project is (check one): 0 New Development 0 Redevelopment The total proposed disturbed area is: 757944 ft2 (17.4 acres The total proposed newly created and/or replaced impervious area is: 678,229 ft2 (15.7 ) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SWQMP #: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. E-34 Pagel of 4 REV 02/16 I i I El I I I [1 I STEP1 ,;'•_ TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building o or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered "yes" to the above question, provide justification below then go to Step 5, mark the third box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered "no" to the above question, the project is a 'development project', go to Step 2. -','-'STEP 2., TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; Designed and constructed to be hydraulically disconnected from paved streets or roads; Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in o accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? 0 If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark the second box stating "my project is EXEMPT from PDP ..." and complete applicant information. Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered "no" to the above questions, your project is not exempt from PDP, go to Step 3. I Page 2 of 4 REV 02/16 I I I I I I I I I I I LI I I, I I. I' I I .1 1. I 1 I. I . I I MDEM To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, LZ 0 and public development projects on public or private land. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of10,000 square feet or El 0 more of impervious urface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and 0 refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside 0 development project includes development on any natural slope that is twenty-five percent or greater. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is 0 El a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 0 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).* Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes El 0 RGO'S that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily' Traffic (AD T) of 100 or more vehicles per day. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 0 121 21 .203.040) . If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, check the first box stating "My project is a PDP. and complete applicant information. If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT.' Go to step 5, check the second box stating "My project is a 'STANDARD PROJECT'..." and complete applicant information. E-34 Page 3 of 4 REV 02/16' I I - STEP 4, :. . TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = sq. ft. 0 0 Total proposed newly created or replaced impervious area (B) = sq. ft. Percent impervious area created or replaced (BIA)*100 = % If you answered "yes', the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP ..." and complete applicant information. If you answered "no" the structural BMP's required for PDP apply to the entire development. Go to step 5, check the check the first box stating "My project is a PDP and complete applicant information. STEP 5 CHECK THE APPROPRIATE BOX ANp COMPLETE APPLICANT INFORMATION My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. El My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with STANDARD PROJECT' stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project Requirement Checklist Form E-36" and incorporate low impact development strategies throughout my project. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. o My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: fr1 Applicant Title: O€VMO(II4h..( /1(&IApP Applicant Signature:____ to~ e7 ______________________________ Date: - -...-., .... .-' ,,., ,, o,.u) W6=UUU5, areas uesinateo as Areas 01 peciau Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments): water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. This Any ftr Cih, I J.ce C)nh, City Concurrence: YES NO By: ) R _ Date: 1 -1- Project ID: C-çoq cr.cotgn, I Page 4 of 4 REV 02/16 1 I I I I I I I I 11 I 1 I Project Summary Information Project Name Uptown Bressi Project ID CT 14-09 Project Address NE Corner of Gateway Rd & Colt P1, Carlsbad CA 92009 Assessor's Parcel Number(s) (APN(s)) 3126206, -07, -08, -09 Project Watershed (Hydrologic Unit) Carlsbad 904.51 Parcel Area 17.7 Acres (771544.3 Square Feet) Existing Impervious Area ( subset of Parcel Area) 0 Acres (0 Square Feet) Area to be disturbed by the project (Project Area) 17.4 Acres (757.944 Square Feet) Project Proposed Impervious Area (subset of Project Area) 15.7 Acres (683.892 Square Feet) Project Proposed Pervious Area (subset of Project Area) 1.7 Acres (74.052 Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the• Project. This may be less than the Parcel Area. I I 1 I ii: I I I I SITE INFORMATION CHECKLIST BMP Design Manual February 2016 Edition City of Carlsbad I i Decriptioñ of Existing Site Cohditiori,and Drainage Rafternsj. Current Status of the Site (select all that apply): Existing development Previously graded but not built out 0 Agricultural or other non-impervious use Vacant, undeveloped/natural Description / Additional Information: The area disturbed by the project is 17.4 acres and the existing site condition for those 17.4 acres is previously rough graded but not built out. Existing Land Cover Includes (select all that apply): ' 0 Vegetative Cover Non-Vegetated Pervious Areas O Impervious Areas : Description I Additional Information: fl The existing site is rough graded. ,Underlying Soil belongs to Hydrologic Soil Group (select all that apply): : DNRCSTypeA EJNRCS Type B. 0NRCS Type C ENRCS Type D Approximate Depth to Groundwater (GW): ¶3W Depth < 5 feet 5feet < GW Depth < 10 feet o10feet<GWDep'th<20feet . oGwpepth>20feet : • Existing Natural Hydrologic Features (select all that apply): .-O Watercourses OSeeps: • Springs O Wetlands • • ENone • • • Description / Additional Information: - • • Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from the site? At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: In the pre-project condition, the project area is mass graded (0% Impervious) and is divided into four separate drainage basins. Lot 29 collects storm water runoff from the northerly area of the site and conveys it west toward Colt Place (Outfall #1) overland through the rough graded pad and enters the existing 30" RCP storm drain line within Colt Place. The storm water runoff from Lot 30 drains southwest overland through the mass graded pad toward Colt Place (Outfall #2) prior to entering the existing 36" RCP storm drain line within Colt Place. The storm runoff from Lot 31 is conveyed overland through the mass graded pad toward Gateway Drive (Outfall #3) prior to entering the existing 24" RCP backbone storm drain within Gateway Road. storm runoff from Lot 32 is conveyed overland through the mass graded pad toward (Outfall #4) prior to entering the existing 24" RCP backbone storm drain within The runoff from the existing storm drain system in Gateway Road, enters a series of existing regional detention facilities, through the La Costa golf resort, into San Marcos Creek, and ultimately discharges into Batiquitos Lagoon. There are no off-site areas draining onto the project site. For more information regarding the existing drainage characteristics, please refer to the drainage report titled, 'Drainage Study for Uptown Bressi (Lots 29 thru 32)", last revised June 09,' 2017 included with the submittal package. a BMP Design Manual city of February 2016 Edition Carlsbad I I Description of Proposed Site Development and Drainage Patterns Project Description / Proposed Land Use and/or Activities: In general, DMA-1 is a residential lot. Storm water runoff is conveyed through the proposed storm drain system, toward an outlet connecting to existing storm drain on Colt Place. DMA-2 is a commercial lot that includes retail spaces, impervious parking areas and pervious landscape areas. Storm water runoff is conveyed overland of the commercial side (east) of the project, and is collected and conveyed via on-site storm drain facilities toward Gateway Road. The collected runoff enters the existing storm drain within Gateway Road replacing Outlet #4 of the existing system. DMA-3 is a commercial lot that includes retail spaces, impervious parking areas and pervious landscape areas. Storm water runoff is conveyed overland and is also collected and conveyed via on-site storm drain facilities toward Gateway Road, prior to entering the existing storm drain line within Gateway Road, replacing Outlet #3 of the existing system. DMA i, 2 and 3 also houses underground detention vaults (BMP 1A, 2A and 3A) for water quality and hydromodification purposes as shown in the DMA exhibit. DMA-4 is the main entrance road to the commercial lot. Storm water runoff is conveyed overland to two (2) biofiltration basins located behind the main entrance curb returns; then it is collected and conveyed via proposed storm drain facilities into Gateway Road and ties into the existing storm drain within Gateway Road replacing Outlet #4 of the existing system. DMA-5 is a small portion (0.2 acres) on the west side of the residential lot. Storm water runoff is conveyed through the proposed storm drain system and ties to an existing storm drain on Colt Place. The runoff from the existing storm drain system in Gateway Road, enters a series of existing regional detention facilities, through the La Costa golf resort, into San Marcos Creek, and ultirrately discharges into Batiquitos Lagoon. There are no off-site areas draining onto the project site. For more information regarding the on-site drainage characteristics, please refer drainage report titled, "Drainage Study for Uptown Bressi (Lots 29 thru 32)", last revised June 09, 2017 included with the submittal package. DMA-6 is an off-site area (1.1 acres) along El Fuerte Street and the project proposes to widen the existing El Fuerte Street to accommodate a new right turn lane between Palomar Airport Road and the easterly project entrance; add sidewalk adjacent to the right turn lane along El Fuerte Street; construct a raised paved median on El Fuerte Street from Palomar Airport Road and Gateway Road. The runoff from the street flows south along El Fuerte Street and gets intercepted by the proposed Compact Proprietary Biofiltration BMP (BMP6) and the existing inlet connected to the existing storm drain system within El Fuerte Street. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): The proposed impervious features include residential lots, commercial lots and parking lots. List/describe proposed pervious features of the project (e.g., landscape areas): The proposed pervious features include landscape areas throughout the project site. Does the project include grading and changes to site topography? -7 Yes D No Description /Additional Information: The project proposes to grade the entire project area. The proposed grading contours vary slightly from the existing contours to accommodate the residential and commercial lot developments. I I I I I I 1 U I I I I 1 I I BMP Design Manual February 2016 Edition (city of Carlsbad I Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? EYes rJNo Description / Additional Information: The post-project drainage characteristics will remain similar as compared to the pre-project condition drainage characteristics. In general, DMA-1 storm water runoff is conveyed through the proposed storm drain system on the residential side (west) of the project, toward an outlet connecting to existing storm drain on Colt Place. DMA-2 storm water runoff is conveyed overland of the commercial side (east) of the project, and is collected and conveyed via on-site storm drain facilities toward Gateway Road. The collected runoff enters the existing storm drain within Gateway Road replacing Outlet #4 of the existing system. DMA-3 storm water runoff is conveyed overland and is also collected and conveyed via on-site storm drain facilities toward Gateway Road, prior to entering the existing storm drain line within Gateway Road, replacing Outlet #3 of the existing system. DMA-4 is conveyed overland to two (2) biofiltration basins located behind the main entrance curb returns then it is collected and conveyed via proposed storm drain facilities into Gateway Road and ties into the existing storm drain within Gateway Road replacing Outlet #4 of the existing system. DMA-5 is a small portion (0.2 acres) on the west side of the residential lot. Storm water runoff is conveyed through the proposed storm drain system and ties to an existing storm drain on Colt Place. The runoff from the existing storm drain system in Gateway Road, enters a series of existing regional detention facilities, through the La Costa golf resort, into San Marcos Creek, and ultimately discharges into Batiquitos Lagoon. There are no off-site areas draining onto the project site. For more information regarding the on-site drainage characteristics, please refer drainage report titled, "Drainage Study for Uptown Bressi (Lots 29 thru 32)", last revised June 09, 2017 included with the submittal package. DMA-6 is an off-site area (1.1 acres) along El Fuerte Street. The runoff from the street flows south along El Fuerte Street and gets intercepted by the proposed Compact Proprietary Biofiltration BMP (BMP6) and the existing inlet connected to the existing storm drain system within El Fuerte Street. L I I BMP Design Manual (ity of February 2016 Edition Carlsbad I I I I,b I I I I I. I . I I 1 I . I I I I J Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): / On-site storm drain inlets Interior floor drains and elevator shaft sump pumps Interior parking garages 0 Need for future indoor & structural pest control 27 Landscape/Outdoor Pesticide Use 0 Pools, spas, ponds, decorative fountains, and other water features C3 Food service Refuse areas O Industrial processes 0 Outdoor storage of equipment or materials O Vehicle and Equipment Cleaning Vehicle/Equipment Repair and Maintenance Fuel Dispensing Areas Loading Docks Fire Sprinkler Test Water Miscellaneous Drain or Wash Water Plazas, sidewalks, and parking lots All proposed storm drain inlets shall be marked with the words "No Dumping! Flows to Bay" or similar (i.e. Lagoon/Ocean) and maintained periodically to replace inlet markings. The proposed on-site storm drain network complies with the latest storm water regulations for pollutant control and hydromodification management. Landscaping areas shall be maintained using minimum or no pesticides. Pesticides shall be used only after monitoring indicates they are needed according to established guidelines. Trash storage areas for the project will be designed pursuant to the guidelines. The project proposes parking spaces and sidewalks according to the site layout. Sidewalks and parking lots shall be swept regularly to prevent the accumulation of litter and debris. Debris from pressure washing shall be collected to prevent entry into the storm drain system. Washwater containing any cleaning agent or degreaser shall be collected and discharged to the sanitary sewer and not discharged to, a storm drain. BMP Design ânu city of ' February 2016 Edition Carlsbad Ile I n L I I I I I U 1 I I I I I I IdnfiationÔf. Reiing.Wate Poluthnts of Concern Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): DMA-11, DMA-2, DMA-3 and DMA-4: Urban drain system 4 San Marcos Creek - Batiquitos Lagoon 4 Pacific Ocean List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the poll utant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water bodies: 303(d) Impaired Water Body Pol lutant(s)/Stressor(s) TMDL San Marcos Creek DDE Estd. TMDL Completion:2019 (Dichlorodiphenyldichloroethylene) San Marcos Creek Phosphorus Estd. TMDL Completion:2019 San Marcos Creek Sediment Toxicity Estd. TMDL Completion:2019 San Marcos Creek Selenium Estd. TMDL Completion:2021 ....... Identification of Project Site PoIltitants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP Design Manual Appendix B.6): Also a Receiving Not Applicable to Anticipated from the Water Pollutant of Pollutant the Project Site Project Site Concern X Sediment X Nutrients X Heavy Metals X Organic Compounds X Trash _&_Debris Oxygen Demanding x Substances X Oil _&_Grease X Bacteria _&_Viruses x Pesticides I I BMP Design Manua' . (City of February 2016 Edition Carlsbad I - I I HydromödificationMànagernent Requirements. .. Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? Yes, hydromodification management flow control structural BMPs required. LINo, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. EJNo, the project will discharge runoff directly to conveyance channels whose bed and bank are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. LJNo, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides. Description I Additional Information (to be provided if a 'No' answer has been selected above): Critical Coarse Sediment.:Yield Areas* *This Section only required if hydromodification management requirements apply Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? Yes LJNo, No critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual been performed? 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite 1J6.2.2 Downstream Systems Sensitivity to Coarse Sediment 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite ElNo optional analyses performed, the project will avoid critical coarse sediment yield areas identified based on WMAA maps If optional analyses were performed, what is the final result? LJNo critical coarse sediment yield areas to be protected based on verification of GLUs onsite Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. DCritical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas are identified on the SWQMP Exhibit. Discussion / Additional Information: Please refer Attachment 2B: Management of Critical Coarse Sediment Yield Areas exhibi included with the report provided in lieu of Attachment 8. I I Li I I I F11 L I I I I I I I BMP Design Manual February 2016 Edition Of Carlsbad I Flow Control for Post-Project Runoff* *This Section only required if hydromodification management requirements apply List and describe point(s) of compliance (POCs) for flow control for hydromodification management (see Section 6.3.1). For each POC, provide a POC identification name or number correlating to the project's HMP Exhibit and a receiving channel identification name or number correlating to the projects HMP Exhibit. The project identifies one (1) Point of Compliance (POC) for hydromodification management per the HMP exhibit included in Attachment 2A. HMP analysis has been performed for the system in order to meet the Hydromodification Management Criteria. Has a geomorphic assessment been performed for the receiving channel(s)? No, the low flow threshold is 0.1 Q2 (default low flow threshold) Yes, the result is the low flow threshold is 0.1 Q2 Yes, the result is the low flow threshold is 0.3Q2 Yes, the result is the low flow threshold is 0.5Q2 If a geomorphic assessment has been performed, provide title, date, and preparer: Please refer report titled, "Geomorphic Assessment for Bressi Ranch (Lots 29 thru 32)", dated December 19, 2012 prepared by, Rick Engineering Company. City Project ID: GPA 12-02/MP 178(H)/CT 12-02/PUD 12-05 Discussion / Additional Information: (optional) I I I I [1 I BMP Design Manual (city of February 2016 Edition Carlsbad I. I I 1 I I I I I LI I I When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or City codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements. Drainage constraints are previously discussed and this space is not used. This space provided for additional information or continuation of information from previous sections as needed. Project specific descriptions fit in the previous sections. Additional information is not needed and this extra space is not used. I BMP Design Manual February 2016 Edition I O city of Carlsbad 4 City of Carlsbad STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov I I I I I I I I I 1 I I I I I I I I I Project liformation Project Name: Uptown Bressi Project ID: CT 14-09 DWG No. or Building Permit No.: 502-8A Source Control BMPs All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See Chapter 4 and Appendix EA of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to implement source control BMPs shown in this checklist. Answer each category below pursuant to the following. 'Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E.1 of the Model BMP Design Manual. Discussion/justification is not required. "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. "N/A' means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be provided. Source Control Requirement Applied? SC-I Prevention of Illicit Discharges into the MS4 I!I Yes 0 No7 0 N/A Discussion/justification if SC-i not implemented: SC-2 Storm Drain Stenciling or Signage !1 Yes 0 No 0 N/A Discussion/justification if SC-2 not implemented: SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On Runoff, and Wind D Yes 0 No II N/A Dispersal Discussion/justification if SC-3 not implemented: The project does not propose any outdoor materials storage areas. E-36 Page 1 of 4 Revised 09/16 Source Control Reguirément(cóntiñued) Applied? SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and Wind Dispersal Yes FO No lii N/A Discussion/justification if SC-4 not implemented: The project does not propose any outdoor work areas. SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal tEl Yes El No El N/A Discussion/justification if SC-5 not implemented: SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and identify additional BMPs. (See Table in Appendix E.1 of BMP Manual for guidance). C] On-site storm drain inlets Eli Yes El No 0 N/A Interior floor drains and elevator shaft sump pumps El Yes D No Eli N/A Interior parking garages 0 Yes El No [I] N/A 0 Need for future indoor & structural pest control El Yes 0 No Eli N/A C] Landscape/Outdoor Pesticide Use Ill Yes EJ No 0 N/A El Pools, spas, ponds, decorative fountains, and other water features El Yes El No Iii N/A El Food service El Yes Cl No tEl N/A Refuse areas Eli Yes 0 No 0 N/A El Industrial processes El Yes 0 No Ill N/A E] Outdoor storage of equipment or materials 0 Yes 0 No Ill N/A Vehicle and Equipment Cleaning 0 Yes 0 No Ill N/A Vehicle/Equipment Repair and Maintenance El Yes El No Ill N/A El Fuel Dispensing Areas 0 Yes El No IN N/A El Loading Docks lit Yes El No El N/A El Fire Sprinkler Test Water El Yes El No lii N/A El Miscellaneous Drain or Wash Water El Yes El No lii N/A El Plazas, sidewalks, and parking lots (El Yes El No El N/A For "Yes" answers, identify the additional BMP per Appendix E.1. Provide justification for "No' answers. All proposed storm drain inlets shall be marked with the words "No Dumping' Flows to Bay" or similar (i.e. Lagoon/Ocean) and maintained periodically to replace inlet markings. The proposed on-site storm drain network complies with the latest storm water regulations for pollutant control and hydromodification management. Landscaping areas shall be maintained using minimum or no pesticides. Pesticides shall be used only after monitoring indicates they are needed according to established guidelines. Trash storage areas for the project will be designed pursuant to the guidelines. The project proposes parking spaces and sidewalks according to the site layout. Sidewalks and parking lots shall be swept regularly to prevent the accumulation of litter and debris. Debris from pressure washing shall be collected to prevent entry into the storm drain system. I E-36 Page 2 of 4 Revised 09116 I [1 I I I I I I LI L I I I ~1 I I I I I I I I I I I I I I I I I I I I I I Site Design BMPs All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to implement site design BMPs shown in this checklist. C Answer each category below pursuant to the following. Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of the Model BMP Design Manual. Discussion /justification is not required. "No" means the BMPs is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. 'N/A means the BMPs is not applicable at the project site because the project does not include the feature that is addressed by the BMPs (e.g., the project site has no existing natural areas to conserve). Discussion/justification may be provided. Site Design Requirement Applied? SD-11 Maintain Natural Drainage Pathways and Hydrologic Features Er Yes I D No I 0 N/A Discussion/justification if SD-1 not implemented: SD-2 Conserve Natural Areas, Soils, and Vegetation I 0 Yes I 0 No I Er N/A Discussion/justification if SD-2 not implemented: The site in its existing condition is previously rough graded and does not include any natural areas or vegetation. SD-3 Minimize Impervious Area I Er Yes 0 No I 0 N/A Discussion/justification if SD-3 not implemented: Landscape areas will be provided throughout the project area to help minimize the overall impervious footprint. Impervious areas and roof drains will be directed to the pervious areas to the maximum extent practicable (MEP) to help reduce the "effective" percent imperviousness for the project. SD-4 Minimize Soil Compaction I Er Yes I 0 No I 0 N/A Discussion/justification if SD-4 not implemented: The project will minimize soil compaction and implement soil amendments in the proposed biofiltration facilities. SD-5 Impervious Area Dispersion I Er Yes I 0 No I 0 N/A Discussion/justification if SD-5 not implemented: Runoff from some of the roof drains in the commercial buildings will be directed and dispersed towards landscape areas prior to entering storm drain system. E-36 Page 3 of 4 Revised 09/16 I * SitéDéign R iment (c,otitjnued) ;* .ie SD-6 Runoff Collection ii Yes C3 Na D N/A Discussion/justification if SD-6 not implemented: • • I I:. •: SD-7 Landscaping with Native or Drought Tolerant Species I 9 Yes I 0 No I 0 NIA Discussion/justification if SD-7 not implemented: -, I H : • H I SD-8 Harvesting and Using Precipitation I 0 Yes —F 0 No I II N/A Discussion/justification if SD-8 not implemented: Harvest and use is deemed infeasible per Form 1-7 included in Attachment 1 C. H £, r All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must. also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s). . S .. PDP structural BMPs must be verified by the City at the completion of construction. This may include requiring the project owner or project owner's representative to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into perpetuity, and the City must confirm the maintenance (see Section. 7 of the, BMP Design Manual). . ,. Use this form to provide narrative description of the general strategy for structural BMP ,impleméntatioh at the project site in the box below. Then complete the PDP structural BMP summary information sheet for each structural BMP within the project (copy the BMP sumnary information page as many times as needed to provide summary information for each' individual structural BMP). . .. Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated together or separate.. . . Six (6) structural BMPs (BMP-1 for DMA-1, BMP-2 for DMA-2, BMP-3 for DMA-3, BMP-4A for DMA-4A, BMP-4B for DMA-413 and BMP 5 for DMA-5) are proposed for storm water pollutant control. Selection of the BMP type was performed using BMP Design Manual, Figures 5-1 and 5-2. Each DMA contains impervious surfaces; therefore the selection begins at Step lB. After calculating the Design Capture Volume (DCV) estimations, step 2 was completed to determine Harvest and Use Feasibility. Based on the proposed commercial and residential land use proposed for the site, it was determined that Harvest ad Use is infeasible (refer to Form 1-7 provided in Attachment Ic. , In step 3, infiltration feasibility was assessed for the project. Form 1-8 was completed by the project's Geotechnical Engineer based on field investigations of infiltration feasibility. Please refer Attachment 1 D for the same. The average infiltration rate for the site was determined to be 0.36 in/hr. But, per geotechnical engineer's recommendations soaking highly expansive soil in the vicinity of structural improvements is not recommended and the potential for lateral water mitigation and distress to nearby private, and public improvements is also high. Hence, all the proposed water quality basins are linedwith an impermeable liner per Geotechincal report's recommendation and infiltration is deemed infeasible. I BMP Design Manual 'February 2016 Edition ' . ' Carl City Of sbad I 'I I . , [Continued from previous page] In Step 4, it was determined that the BMPs for both DMA 4A, DMA 4B DMA 5A and DMA 5B can be designed to treat the full DCV based on the maximum feasible footprint. The footprint of the biofiltration basin will satisfy the DCV and footprint requirements outlined in Worksheet B.5-1. Due to horizontal space constraints the BMP footprint derived from Worksheet B.5-1 for DMA 1, 2 and 3 could not be implemented. Hence, Cistern to Biofiltration BMPs have been proposed for DMAs 1, 2 and 3. Underground vaults (StormTrap) upstream of the proposed biofiltration facilities will control the flows for water quality and hydromodification purposes based on Appendix of the City of Carlsbad, BMP Design Manual. Low flow restrictor set at the flowline of the vault allows the water quality flows to drain to the biofiltration facilities downstream. This allows for biofiltration facilities with much smaller footprint but still meeting all the pollutant control requirements per the BMP design manual. A mid-flow orifice and high flow weir set above the required design capture volume acts as flow control for hydromodification. Detailed outlet work design for BMP 1, 2 and 3 are included in Attachment 1 E. Please refer Attachment 2D for SWMM model inputs and outputs. HMP requirements for DMA-4 and DMA-5 have been addressed by over detaining post- project flows from DMA-1,2 and 3 to. meet 0.3 x 02 requirement. In addition to the proposed structural BMPs for pollutant control, two hydro-dynamic separator devices has been proposed in conjunction with the on-site biofiltration and under-ground detention vault in DMA 1 and DMA 2. A BioClean Nutrient Separating Baffle Box model NSBB-3-6 has been used upstream of the detention vault to capture trash and debris, provide pre-treatment for sediments and for ease of maintenance. F] I I I Please refer Attachment IE for BMP worksheet calculations, BMP cross-section schematic and outlet works design of each proposed BMP. BMP 6 is proposed to treat runoff from all the impervious area in DMA 6 (off-site in public right- of-way). Horizontal and vertical space constraints prevent the use of a biofiltration basin, thus flow-thru treatment control BMPs were assessed. It was determined that a compact proprietary biofiltration system would be required to treat the project's most significant pollutants of concern. A Modular Wetland System (MWS) meets the performance standard in Appendix B.6.2.2 and is certified through third-party, field scale evaluation and is thus proposed to treat DMA 6. Please refer the "Hydromodification" section in Attachment 5 of this report for more detail on hydromodification requirements of this off-site DMA.. 1 I I .I BMP Design Manual . (city of February 2016 Edition . Carlsbad 1 ,. Structural BMP Summary Information Structural BMP ID No. BMP 1A DWG 502-8A Sheet No. 8, 14, 19, 20, 21 & DWG 502-8C (Future plan set. Sheet number unknown at this time.) Type of structural BMP: 0 Retention by harvest and use (H U-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) 0 Retention by permeable pavement (INF-3) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: 0 Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): BMP 1A is an underground storage vault (StormTrap) proposed upstream of the biofiltration facility (BMP 1B) in DMA 1 to provide flow control for hydromodification purposes. A low flow restrictor set at the flowline of the vault allows the water quality flows to drain to the biofiltration facility (BMP iB) downstream. A mid-flow orifice and high flow weir set above the required design capture volume acts as flow control for hydromodification. Detailed outlet work design for BMP 1A is included in Attachment iE. In addition to BMP iA and BMP lB in DMA 1, the project also proposes pretreatment units to prevent accumulation of debris in the vault. NSBB-i is a hydrodynamic separator (BioClean NSBB) proposed upstream of the vault (BMP 1A). CIF-3, GIF-2 and GIF-3 are Curb Inlet Filter and Grate Inlet Filters proposed to the laterals tying into the vault. I BMP Design Manual (city of February 2016 Edition Carlsbad I I I] Structural BMP Summary Information Structural BMP ID No. BMP 1 DWG 502-8A Sheet No. 8, 17, 28, 29 & DWG 502-8C (Future plan set. Sheet number unknown at this time.) Type of structural BMP: Retention by harvest and use (H U-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) 0 Retention by permeable pavement (INF-3) El Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Flow-thru treatment control included as pre-treatmenlJforebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) O Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only El Combined pollutant control and hydromodification control Pre-treatment/fore bay for another structural BMP Other (describe in discussion section below) Discussion (as needed): BMP 1 is a biofiltration basin downstream of the underground vault (BMP 1A) in DMA 1. A low flow restrictor set at the flowline of the vault (BMP 1A) allows the water quality flows to drain to the biofiltration basin. Please refer Attachment 1 E for BMP cross-section schematic. i I BMP Design Manual February 2016 Edition r,. $CLty of Carlsbad Ii I I [1 I $ Structural BMP Summary Information Structural BMP ID No. BMP 2A DWG 502-8A Sheet No. 9, 14, 21, 22,23 & DWG 502-813 (Future plan set. Sheet number unknown at this time.) Type of structural BMP: D Retention by harvest and use (H U-1) D Retention by infiltration basin (lNF-1) 0 Retention by bioretention (lNF-2) Retention by permeable pavement (lNF-3) D Partial retention by biofiltration with partial retention (PR-1) O Biofiltration (BF-1) D Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management D Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only El Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): BMP 2A is an underground storage vault (StormTrap) proposed upstream of the biofiltration facility (BMP 213) in DMA 2 to provide flow control for hydromodification purposes. A low flow restrictor set at the flowline of the vault allows the water quality flows to drain to the biofiltration facility (BMP 213) downstream. A mid-flow orifice and high flow weir set above the required design capture volume acts as flow control for hydromodification. Detailed outlet work design for BMP 2A is included in Attachment 1 E. In addition to BMP 2A and BMP 2B in DMA 2, the project also proposes pretreatment units to prevent accumulation of debris in the vault. NSBB-2 is a hydrodynamic separator (BioClean NSBB) proposed upstream of the vault (BMP 2A). CIF-1, CIF-2 and GIF-1 are Curb Inlet Filters and Grate Inlet Filter proposed to the laterals tying into the vault. I I ii I I BMP Design Manual February 2016 Edition ccity of Carlsbad I Structural BMP Summary Information Structural BMP ID No. BMP 2B DWG 502-8A. Sheet No. 9, 17, 29 & DWG 502-813 Sheet No. 6, 10, 12 Type of structural BMP: El Retention by harvest and use (HU-1) El Retention by infiltration basin (IN F-1) Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only O Hydromodification control only El Combined pollutant control and hydromodification control O Pre-treatment/forebay for another structural BMP El Other (describe in discussion section below) Discussion (as needed): BMP 2B is a biofiltration basin downstream of the underground vault (BMP 2A) in DMA 2. A low flow restrictor set at the flowline of the vault (BMP 2A) allows the water quality flows to drain to the biofiltration basin. Please refer Attachment 1 E for BMP cross-section schematic. BMP Design Manual February 2016 Edition kCity of Carlsbad Structural BMP Summary Information Structural BMP ID No. BMP 3A DWG 502-8A Sheet No. 8, 14, 23, 24, 25 &DWG 502-813 (Future plan set. Sheet number unknown at this time.) Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Retention by bioretention (lNF-2) Retention by permeable pavement (INF-3) DPartial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only El Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): BMP 3A is an underground storage vault (StormTrap) proposed upstream of the biofiltration facility (BMP 313) in DMA 3 to provide flow control for hydromodification purposes. A low flow restrictor set at the flowline of the vault allows the water quality flows to drain to the biofiltration facility (BMP 313) downstream. A mid-flow orifice and high flow weir set above the required design capture volume acts as flow control for hydromodification. Detailed outlet work design for BMP 3A is included in Attachment 1 E. S BMP Design Manual r February 2016 Edition Carl City of sbad I , I. I 1 I I ii I :1 I I 'I I I. I I, 3 Structural BMP Summary Information Structural BMP ID No. BMP 3B DWG 502-8A Sheet No. 8, 17, 29 & DWG 502-813 Sheet No. 5,6 9, 12 Type of structural BMP: El Retention by harvest and use (H U-1) Retention by infiltration basin (INF-1) Retention by bioretention (INF-2) 0 Retention by permeable pavement (lNF-3) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 0 Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management El Other (describe in discussion section below) Purpose: Pollutant control only 0 Hydromodification control only El Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP El Other (describe in discussion section below) Discussion (as needed): BMP 3B is a biofiltration basin downstream of the underground vault (BMP 3A) in DMA 3. A low flow restrictor set at the flowline of the vault (BMP 3A) allows the water quality flows to drain to the biofiltration basin. Please refer Attachment 1 E for BMP cross-section schematic. BMP Design Manual February 2016 Edition City of 0 Carlsbad Structural BMP Summary Information Structural BMP ID No. BMP 4A DWG 502-8A Sheet No. 5, 8 & DWG 502-813 Sheet No. 5,9 12 Type of structural BMP: D Retention by harvest and use (H U-1) O Retention by infiltration basin (IN F-1) 0 Retention by bioretention (lNF-2) Retention by permeable pavement (lNF-3) El Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: E Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control El Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): BMP 4A is a biofiltration basin in DMA-4A. DMA-4A is the western half of the main entrance road to the commercial lot. Storm water runoff is conveyed overland to the biofiltration basin located behind the main entrance curb return; then it is collected and conveyed via proposed storm drain facilities into Gateway Road and ties into the existing storm drain within Gateway Road. Please refer Attachment 1 E for BMP cross-section schematic. I BMP Design Manual (ity of 1 February 2016 Edition Carlsbad I, I I I I ii Structural BMP Summary Information Structural BMP ID No. BMP 4B DWG 502-8A Sheet No. 5,8 & DWG 502-813 Sheet No. 5, 9, 12 Type of structural BMP: Retention by harvest and use (H U-1) Retention by infiltration basin (INF-1) 0 Retention by bioretention (lNF-2) Retention by permeable pavement (INF-3) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-i) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP 0 Other (describe in discussion section below) Discussion (as needed): BMP 4B is a biofiltration basin in DMA-413. DMA-413 is the eastern half of the main entrance road to the commercial lot. Storm water runoff is conveyed overland to the biofiltration basin located behind the main entrance curb return; then it is collected and conveyed via proposed storm drain facilities into Gateway Road and ties into the existing storm drain within Gateway Road. Please refer Attachment 1 E for BMP cross-section schematic. I BMP Design Manual (city of February 2016 Edition Carlsbad I I I Structural BMP Summary Information Structural BMP ID No. BMP 5A DWG 502-8A Sheet No. 4 & DWG 502-8C (Future plan set. Sheet number unknown at this time.) Type of structural BMP: D Retention by harvest and use (HU-1) Retention by infiltration basin (IN F-1) 0 Retention by bioretention (lNF-2) 0 Retention by permeable pavement (INF-3) El Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) 0 Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) 0 Detention pond or vault for hydromodification management Other (describe in discussion section below) Purpose: Pollutant control only 0 Hydromodification control. only 0 Combined pollutant control and hydromodification control O Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): BMP 5A is a biofiltration basin in DMA-5A. DMA-5A is the northern half of the main entrance road to the residential lot. Storm water runoff is conveyed overland to the biofiltration basin located behind the main entrance curb return; then it is collected and conveyed via proposed storm drain facilities into Colt Place and ties into the existing storm drain within Gateway Road. Please refer Attachment 1 E for BMP cross-section schematic. C. I I I BMP Design Manual (city of February 2016 Edition Carlsbad 1 1/ [I I I I I Structural BMP Summary Information Structural BMP ID No. BMP 5B DWG 502-8A Sheet No. 4 & DWG 502-8C (Future plan set. Sheet number unknown at this time.) Type of structural BMP: Retention by harvest and use (HU-1) 0 Retention by infiltration basin (INF-1) 0 Retention by bioretention (INF-2) Retention by permeable pavement (INF-3) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) Detention pond or vault for hydromodification management El Other (describe in discussion section below) Purpose: Pollutant control only El Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/fore bay for another structural BMP 0 Other (describe in discussion section below) 1 Discussion (as needed): BMP 5B is a biofiltration basin in DMA-513. DMA-.513 is the southern half of the main entrance road to the residential lot. Storm water runoff is conveyed overland to the biofiltration basin located behind the main entrance curb return; then it is collected and conveyed via proposed storm drain facilities into Colt Place and ties into the existing storm drain within Gateway Road. Please refer Attachment 1 E for BMP cross-section schematic. I' I, L~ I I I I I BMP Design Manual February 2016 Edition city of Carlsbad I I I I Structural BMP Summary Information Structural BMP ID No. BMP 6 DWG 502-8 Sheet No. 6, 21 Type of structural BMP: Retention by harvest and use (HU-1) Retention by infiltration basin (INF-1) Li Retention by bioretention (INF-2) Retention by permeable pavement (lNF-3) Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1) Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) O Detention pond or vault for hydromodification management Other (describe in discussion section below) Compact Proprietary Biofiltration BMP (Modular Wetland System) Purpose: Pollutant control only 0 Hydromodification control only Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP Other (describe in discussion section below) Discussion (as needed): BMP 6 is a compact flow-thru biofiltration basin (Modular Wetland System) in DMA-6 (Off-site in public right-of-way). The runoff from the street flows south along El Fuerte Street and gets intercepted by the curb opening in the proposed BMP and the existing inlet connected to the existing storm drain system within El Euerte Street.Please refer Attachment 5 for more detail on water quality approach on off-site improvements. I I I i I I I BMP Design Manual February 2016 Edition (3ityof Carlsbad I Check which Items are Included behind this cover sheet: Attachment Contents Checklist Sequence Attachment la DMA Exhibit (Required) E Included • See DMA Exhibit Checklist on the back of this Attachment cover sheet. (24"x36' Exhibit typically required) Attachment lb Tabular Summary of DMAs Showing 0 Included on DMA Exhibit in DMA ID matching DMA Exhibit, DMA Attachment la Area, and DMA Type (Required)* E Included as Attachment ib, separate from DMA Exhibit *Provide table in this Attachment OR on DMA Exhibit in Attachment la Attachment ic Form 1-7, Harvest and Use Feasibility Included Screening Checklist (Required unless 0 Not included because the entire • the entire project will use infiltration project will use infiltration BMPs • BMPs) Refer to Appendix!B.3-1 of the BMP Design Manual to complete Form 1-7. Attachment ld Form 1-8, Categorization of Infiltration Included Feasibility Condition (Required unless 0 Not included because the entire the project will use harvest and use project will use harvest and use BMPs) BMPs Refer to Appendices C and D of the BMP Design Manual to complete Form 1-8. • • • Attachment le Pollutant Control BMP Design E Included Worksheets I Calculations (Required) Refer to Appendices B and E ofthe BMP Design Manual for structural pollutant control BMP design guidelines • BMP Design Manual . (City of February 2016 Edition (City I , I Usethis checklist to ensure the required information has been included on the DMA Exhibit: The DMA Exhibit must identify: E Underlying hydrologic soil group I E Approximate depth to groundwater . Existing natural hydrologic features (watercourses, seeps, springs, wetlands) Critical coarse sediment yield areas to be protected (if present) I . E Existing topography and impervious areas Existing and proposed site drainage network and connections to drainage offsite I Proposed grading Proposed impervious features E Proposed design features and surface treatments used to minimize imperviousness Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self-mitigating) I Structural BMPs (identify location and type of BMP) I I I I I :. . •: • . S.. I • S I I BMP Design Manual February 2016 Edition • S • 5 of . S Carlsbad I \\ / / INNO VA TION WY / L OKER AVE W PALOMAR GATEWAY RD / AIRPORT RD SITE 419 COL T PL 70 - II E 1 '1 fl DMA -6 / )ll CD It • VICIA11 Ty MA P V K NO SCALE 418 417 IMPERVIOU. AR A DISPERSION PE VIO S LAN SCAPE) \ J1 •;1 30 THERE ARE NO EXISTING NATURAL HYDROLOGIC FEATURES / NOTES: ___ 1. UNDERLYING HYDROLOGIC SOIL GROUP = NRCS TYPE D DMA - 0 _ - ___ \ • LOCATED WITHIN THE PROJECT SITE H 0 _ 705 A C H _ THE PROJECT SITE IS NOT LOCATED WITHIN A CRITICAL COARSE SEDIMENT YIELD AREAS (ATTACHMENT 2B) _ 0 ____ N e Al \ DMA-2 / 0 DURING GEOTECHNICAL INVESTIGATION, EXCLUDING A PERCHED GROUND WATER IN GENERAL NOT OBSERVED IN THE TEST PITS it GROUND WATER CONDITION IN THE NORTHEASTERN CONRNER \\ \ \\ 7 5 A C it OF THE SITE AT A DEPTH OF 9.5 FEET BELOW THE EXISTING tlj \ \ ) "VI GROUND SURFACE. it NN L 15 11 (DRAINS TO BMP) 0 1 5. A CISTERN TO BIOFILTRATION BMP HAS BEEN PROPOSED IN I DMA 1 (7.5 AC). THE UNDERGROUND CISTERN (BMP 1A) SERVES I / HYDROMODIFICATION AND FLOW CONTROL PUPROSES WHILE, THE (BIOFILTRATION FACILITY (BMP 1B) IS FOR POLLUTANT CONTROL. THE FOOTPRINT OF BMP lB IS 1900 SF. PLEASE REFER ATTACHMENT N • // N) C =41 / Ii 0 6. A CISTERN TO BIOFILTRATION BMP HAS BEEN PROPOSED IN \ 1E FOR BMP CROSS SECTION SCHEMATIC AND HMP ORIFICE DETAILS. I, DMA 2 (7.5 AC). THE UNDERGROUND CISTERN (BMP 2A) SERVES 04i7 * HYDROMODIFI CATION AND FLOW CONTROL PUPROSES WHILE, THE it N BIOFILTRATION FACILITY (BMP 2B) IS FOR POLLUTANT CONTROL. THE FOOTPRINT OF BMP 2B IS 1900 SF. PLEASE REFER ATTACHMENT ' 1E FOR BMP CROSS SECTION SCHEMATIC AND HMP ORIFICE DETAILS. — 01 * kP z 7. A CISTERN TO BIOFILTRATION BMP HAS BEEN PROPOSED IN HYDROMODIFICATION AND FLOW CONTROL PUPROSES WHILE, THE - BIOFILTRATION FACILITY (BMP 3B) IS FOR POLLUTANT CONTROL. z DMA 3 (1.8 AC). THE UNDERGROUND CISTERN (BMP 3A) SERVES 1E FOR BMP CROSS SECTION SCHEMATIC AND HMP ORIFICE DETAILS. (0.2 AC), 5A (0.1 AC) AND 5B (0.1 AC).THE FOOTPRINT OF BMP 4A IS / I \ ;•\4U \ THE FOOTPRINT OF BMP 3B IS 750 SF. PLEASE REFER ATTACHMENT ___________________________________ 0 (DRAINS TO ____ I \ \ U I I ___ 8. A BIOFILTRATION BMP HAS BEEN PROPOSED IN DMA 4A (0.2 AC), 4B ,/I / U I : 260 SF, BMP 4B IS 280 SF, BMP 5A IS 140 SF AND BMP SB IS 60 SF. U I I I U 11 U \ U U it sq BMP 1 THRU 5 TREATS WATER QUALITY VOLUME FROM THEIR 'I BP U U RESPECTIVE DMA AND CONVEYS TO POC-1. FOR HMP MODEL 1 411 U tI \ \ \ NETWORK PLEASE REFER THE SWMM MODEL SCHEMATIC IN X••: II ATTACHMENT 2D. H 0 - 0 \ IN ADDITION TO THE POLLUTANT CONTROL BMPS, PRE—TREATMENT Uit I 42i-\ UNITS ARE PROPOSED UPSTREAM OF THE UNDERGROUND CISTERN IN DMA 1 AND DMA 2 AS SHOWN IN THE EXHIBIT TO CAPTURE TRASH cc 13 AND DEBRIS AND FOR EASE OF MAINTENANCE. It 0 4fl \ U \ 11. A COMPACT PROPRIETARY BIOFILTRATION BMP (MODULAR WETLAND N) It it I / SYSTEM) HAS BEEN PROPOSED IN OFFSITE DMA-6 FOR POLLUTANT 0 0 1 • 0 0 4 1 S ATTACHMENT 5 FOR MORE DETAILS REGARDING WATER QUALITY 0 0 0 CONTROL ONLY. THE FOOTPRINT OF THE BMP IS 90 SF. PLEASE REFER — 4 19 —. U \\ APPROACH TO OFFSITE IMPROVEMENTS. H — it - - U \ S. LEGEND: - I 4i5 I I - GR E DMA -4 DMA NUMBER it (PRE R 0 I \ S N) — 419 U DMA BOUNDARY _ U \ \lI N) s C 0 __ —)41 PROPOSED BMP 0 1 \ * II U 4 U U GR1 LOCATION OF PROPOSED COMPACT \\ S U ç?SV PROPRIETARY BIOFILTRATION — H _ E_ThET o U \ / ' II I — 2 \ I U MODULAR WETLAND SYSTEM GRATO&AW - I - 0 U r U I \ • I I It U U U - I U / II S / TEt-T1° VIMJ I S - _ U " I - -. (PERVIOUS LANDSCAPE) I \ IMPERVIOUS AREA DISPERSION i~l A3 \ 5 'BMP I \ ), COMPACT B10 ILTRATION MODULAR WETLAND OFFSITE IMPERVIOUS PAVED U / 0 414 / I U - - 7/ II - / BMPIB S ASPHALT (PROPOSED) — BIOFILTRATION A - 8 A C It -- It /57 AIMS I MP) U PROPOSED PAVEMENT MILLING OVER U //O__\ EXISTING IMPERVIOUS ASPHALT 04 • I I ROC 1 555 0 / - S • '- - EXISTING STRIPED MEDIAN - PROPOSED 6" RAISED MEDIAN OVER II 5' 171St? REA / IME 'BITO it OFFSITE IMPERVIOUS SIDEWALK . (PROPOSED) 2:1 1 - DM/-k&H MP EX1-HB T FOR UPTOWN BRES SII 50 25 0 50 100 150 _______________________________DMA -4 Date: April 25, 2017 GRAPHIC SCALE 1 50' Revised: June 09, 2017 --Revised: August 04, 2017 3 5620 FRIARS ROAD 4 A C Revised: August 29, 2017 444444444444 C IS SAN DIEGO, CA 92110 S 619.291.0707 (FAX)619.291.4165 - ENGINEERING COMPANY 1111 rickengineering.00m San Diego Riverside Sacramento Orange Phoenix Tucson ---.5-S-S - -_•_- r -Bt (DRAINS ) J S -17169A Revised: September 19, 2017 NOT FOR CONSTRUCTIONI - EXHIBIT FOR _PDP SWQMP REPORT ONLY 1 l_i ,r - --------_--- --•---- ___ ___ ___________ ____ I - - - - - - - - - - - - - - - - - - - - Uptown Bressi 1 of 1 J-17169 . 09/18/2017 - -, - DMA Summary Table % Pervious % Pervious Areas - Total Area BMP Location . BMP Description % Impervious Area - Compacted Soil Runoff Factor (acres) - Landscape Slope DMA 1 Cistern to Biofiltration 7.5 77% 19% 4% 0.72 DMA 2 Cistern to Biofiltration 7.5 83% 8% 9% 0.78 DMA 3 Cistern to Biofiltration 1.8 90% 10% 0% 0.82 DMA-4A Biofiltration 0.2 45% 0% 55% 0.57 DMA-413 Biofiltration 0.2 45% 0% 55% 0.57 Biofiltration (Planter DMA-5A 0.1 84% 16% 0% 0.77 Box) Biofiltration (Planter DMA-513 0.1 72% 28% 0% 0.68 Box) Compact Proprietary DMA-6 Biofiltration (Modular 1.1 91% 9% - 0% 0.83 Wetland) Runoff Factor Impervious 0.9 Pervious - Landscape 0.1 Pervious - Compacted Soil Slopes 0.3 R:\17169-A-Uptown-Bressi-Ranch\WaterResources\WaterQuality\17169ADMA_SummaryTable.xlsx 85th percentile24-hr storm depth _from_FigureB.1-1 d= 0,47 inches 2 AreatributarytoBMP(s) _' A= 7 acres Aea weiIited runoff factor (estimate using Appendix 74 - 3 BI_1 and B_2__1) C= unit less 4 Treewellsvolumereduction. TCV cubic-feet 5 Rain barrelsvolume reduction . __- RCV= 0 cubic-feet Calculate DCV 4 •1 ('f.33 6 (3630xCxdxA)—TCY-RCV- __ DCV cubic-feet. 4 4 .,- 44 '4, 4 1 ..- 1 4 4. I I v - .4 I 45 . •. ,. . 4 . C — 1 • 4 . I - I -- 1 •, -. - 4 . 1 ' . - 4.- • .4 . - . - - 4 - - - -. ;'- : - - --- : -. — I - :4 -'•.• -- 4- 4: -, .4 -, 4 . '•-4-, . -: .. . -- - - - - - - -.4 j 1 - 44 4 4.44• 4 I 4.. I I .1 B-10 February 2016 I - 0/'1,4- Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods I - Worksheet B2-1. DCV .1: I; I 85th percentile 24-hr storm depth from Figure B.I4 d= 0-97 [inches ( 2 Area tributary to BMP (s) A= acres Area weighted runoff factor (estimate using Appendix 3 B.1.1 and B.2.I) C= unitless 4 Tree wells volume reduction TCV= 0 cubic-feet 5 Rain barrels volume reduction / RCV= 0 cubic-feet • Calculate DCV 14-1 6 (3630 x C x d x A) - TCV - RCV. DCV cubic-feet 'I Appendix B: Storm Water P1Iutant Control Hydrologic Calculations and Sizing Methods I ' Woiksheet B.2-1. DCV 1 85 h percentile 24-hr storm depth from Figure B.1-1 d= 0.6 7 inches 2' Area tributary to BMP (s) A= ' acres Area weighted runoff factor (estimate using Appendix 3 B.1.1 and B.2.1) unitless 4 Tree wells volume reduction TCV= 0 cubic-feet 5 Rain barrels volume reduction, '. RCV= 0 cubic-feet - .. . .'- Ca1ulateDCV = •. - 51 50 6. (3630 'x C R d x A) - TCV - RCV DCV cubic-feet I.: 1: i 8 percentile 24-hr storm depth from Figure B.1-1 d= 0 ,67 inches 2 Area tributary to BIV[P (s). ; A= 0 & acres Area weighted runoff factor (estimate using Appendix 7 3 B.1.1 and B.2.1) C unitless 4 Tree wells volume reduction TCV= cubic-feet 5 Rain' barr1s volume reduction RCV .' cubic-feet Ca1culte.DCV = ' - - 77 _; 6 (3630 x C Tx dx A) TCV - RCV DCV cubic-feet 'V V 4- a - I -- - : B-10 -'. -. February.2016 : -- '.: - Df1A t -L I Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods I • - Worksheet B.2-1. DCV W7111 W_I I 85,h percentile 24-hr storm depth from Figure B.11 d= inches 2 Area tributary to BIvIP (s) - A acres Area ighted runoff factor(estimate using Appendix 3 B.1.I 'and B.2.l) C= unitless 4 Tree wells volume reduction TCV= 0 cubic-feet 5 Rain barrels volume reduction RC\T= - cubic-feet Calculate DCV ' r - 7 6 (3630 x C x d x A) - TCV - RCV DCV cubic-feet 4 I . ;• •-••'- . . 1t1r1 ç4_,4 Appendix B Storm Water Pollutant Control Hydrologic Calculations and Sizing Metho d s Worksheet B.2-1. DCV - -4 -I: 1 !f -'• 85 prceritil 24-hr storm detI from Figure B.1-1' d= . 0 '7 , inches, 2 Ara tributary to BMP (s) A= . ' 0 .7 7 acres Area weighted runoff factor (estimateusing Appendix . . 3 4'- 3.1.1 and B.2.1) . * •.. C- unitless 4 Tree .vells volume reduction ' - - TCV= ' 0, cubic-feet 5 Rain barrels volume reduction '• ,' .- '' . . RCV. . ciibic-feet Calculate DCV -. . . . '. . •. : ., 03 6 (3630 x C x d x A) — TCV - RCV . - ' . DCV= - cubic-feet 4 :''''' .._-,,-... . ... •t •'4 4 ' -.4 - 4 '' . • - . 4' , • . - - +, r - F 4 . -. 4. - ' -4- 4 - 4, • • ,•, 4, . .a....•.s ' 4 -, -4. .4-.. ., . .' 4 . ••? • ,' •. -. ''4, - -4. - 4 44 ,,., - '4.. 4 4 ; ' 4 ••,, 4- . . . 4 '.- - . - - .4 , .4 4-.- . •'4 ' ... . . •, - . -. 4- - 4 - . '*4 -. 4 , . . . . I ¼ I - I I - 44 ( ol jr - • -, - . . - B-b . - . .' February 2016 -.. . . , - I • '•-' 1 ' I 9uiA -3 I Appendix B Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods I Worksheet B.2-1. DCV L i, 85' percentik 24-hr storm depth from Figure B.1-1 d= 0 7 inches 2 Area tributary to BM1 (s) A= acres - Aiea weighted runoff factor (estimate using Appendix o 3 B. 1. ardB.2.1) - C uflitless 4 - I Tree vells volume reduction TCV= . 0 - cubic-feet 5 Rain barrels volume reduction RCV= cubic-feet Calèulate DCV - -, 6 (3630 * C x d x A) - TCV - RCV - DCV= cubic-feet I - - 4- - -- - . - - - -- : i 31 : or • IV B-10 February 2016 I - Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.2-1. DCV AtAl- "-V i 85 percentile 24-hr storm depth fron'I Figure B.1-1 d= 0 7 inches 2 Area tributary to BMP (s) -. .. . . A acres Area weighted runoff factor (esnmate usmg AppendiA B.1.1 and B.2.1) .' • - C= unitless Tree wells volume reduction' ' ' -. TCV=I 'cubic-feet 5 Rain barrels volume reduction V RCV= , -. cubic-fe'ct Calculate DCV 6 (3630 x C x d Vx A) - TCV -"RCV : DCV= cubic-feet S - I IV Vt '-V .4 -5, '--VI -' .1 - , -, a ' - V V .•.a a - ' 'V - , .]. . I IN- U - : • VV V I ' - .V• . V ' VV I . * V • . I' V V •*IV.V*V - I. V -V * - -- V - - . - *' ,.1 •V - . V , - V.-. V V a- - -- - I a U V . . .V- V _ - IV , I V V I - -B-10 February 2016 I - I I s ! ATTACHMENT 1C Form 1-7 Harvest and Use Feasibility Screening Checklist I S H I I. S I ; 1 I S S I I' S BMP Design Manual February 2016 Edition I ity of Sails bad I ..S [7 ,'v7 j. Appendix I: Forms and Checklists ffj Is there a demand for harvested water (check all that apply) at the project site that is reliably present during theet season? and urinal flushing 0'L2ndscape irrigation 0 Other:________ If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. [Provide a summary of calculations here] e.e.... Calculate the DCV using worksheet B.2-1. DCV = (3, 1 33 (cubic feet) 3a. Is the 36 hour demand greater 3b. Is the 36 hour demand greater than 3c. Is the 36 hour demand than or equal to the DCV? 0 Yes / E> o 0.25DC\T but less than the full DCV? 0 Yes / 0 N( C> less than 0.25DCV? [V'Yes Harvest and use appears to be Harvest and use may be feasible. Harvest and use is feasible. Conduct more detailed Conduct more detailed evaluation and considered to be infeasible. evaluation and sizing calcu1atiors sizing calculations to determine to confirm that DCV can be used feasibility. Harvest and use may only be at an adequate rate to meet able to be used for a portion of the site, drawdown criteria, or (optionally) the storage may need to be upsized to meet long term capture targets I while draining in longer than 36 hours. Is harvest and use feasible based on further evaluation? Yes, refer to Appendix E to select and size harvest and use BMPs. . No, select alternate BMPs. 1-2 February 2016 I IN I I I, I I I I I 1 * 1 I I I I I i1 /4 t Appendix I: Forms and Checklists - Is there a demand for harvested water (check all that apply) at the project site that is reliably present during thet season? T let and urinal flushing 9'Ldscape irrigation DOther If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. [Provide a summary of calculations here] ç c. o0c~&eoL Calculate the DCV using worksheet B.2-1. DCV = (cubic feet) 3a. Is the 36 hour demand greater 3!. Is the 36 hour demand greater than 3c. Is the 36 hour demand than or equal to the DC P— 0.25DCV but less than he full DCV? less than 0.25DCV? 0 Yes / M4Jo C> 0 Yes / 1 No Ves Harvest and use appears to be Harvest and use may be feasible. Harvest and use is feasible. Conduct more detailed Conduct more detailed evaluation and considered to be infeasible. evaluation and sizing calculations sizing calculations to determine to confirm that DC'S.T can be used feasibility. Harvest and use may only be at an adequate rate to meet able to be used for a portion of the site, drawdown criteria. or (optionally) the storage may need to be upsized to meet long term capture targets while draining in longer than 36 hours. Is harvest and use feasible based on further evaluation? O Yes, refer to Appendix E to select and size harvest and use BMPs. 3No, select alternate BMPs. 1-2 February 2016 I [I I I I I I I I Appendix I: Forms and Checklists Le'1A3 ItI) Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the t season? t F w -Cilet and urinal flushing ndscape irrigation o Other:_________ If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. [Provide a summary of calculations here] çee. J'ieC'j Calculate the DCV using worksheet B.2-1. DCV '1 (cubic feet) 3a. Is the 36 hour demand greater 3b. Is the 36 hour demand greater than 3c. Is the 36 hour demand than or equal to the DCV?. 0.25DCV but less than the full DCV? less thanJi25DCV? 0 Yes / [SW C4> 0 Yes / o.'40 C> EVYes Harvest and use appears to be Harvest and use may be feasible. Harvest and use is feasible. Conduct more detailed Conduct more detailed evaluation and considered to be infeasible. evaluation and string calculations sizing calculations to determine to confirm that DCV can be used feasibility. Harvest and use may only be - at an adequate rate to meet able to be used for a portion of the site, drawdown criteria, or (optionally) the storage may need to be upsized to meet long term capture targets while draining in longer than 36 hours. Is harvest and use feasible based on further evaluation? 0 Yes, refer to Appendix E to select and size harvest and use BMPs. LNo, select alternate BMPs. 1-2 February 2016 .1 1 I I I I 6 I p/V7A -" Appendix I: Forms and Checklists Ram M Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season? DJJilet and urinal flushing Landscape irrigation o Other_____________ If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. [Provide a summary of calculations here] 5ee kcJe Calculate the DCV using worksheet B.2-1. DCV = ( (cubic feet) 3a. Is the 36 hour demand greater 3b. Is the 36 hour demand greater than 3c Is the 36 hour demand than or equal to the Yo. 0.25DCV but less than th full DCV? less tha.Si25DCV? U Yes / > 0 Yes / Yes Harvest and use appears to be Harvest and use may be feasible. Harvest and use is feasible. Conduct more detailed Conduct more detailed evaluation and considered to be infeasible. evaluation and sizing calculations sizing calculations to determine to confirm that DCV can be used feasibility. Harvest and use may only be at an adequate rate to meet able to be used for a portion Of the site, drawdown criteria, or (optionally) the storage may need to be upsized to meet long term capture targets while draining in longer than 36 hours. Is harvest and use feasible based on further evaluation? 0 Yes, refer to Appendix E to select and size harvest and use BI\4Ps. jll. No, select alternate BMPs. 'S 1-2 February 2016 I I I I ri1 t LJk7 (N I. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season? D T,p9et and urinal flushing Landscape irrigation DOther: If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. [Provide a summary of calculations here] kL4 Calculate the DCV using worksheet B.2-1. DCV = 7? (cubic feet) 3a. Is the 36 hour demand greater 3b. Is the 36 hour demand greater than 3c. Is the 36 hour demand than or equal to the DC?- 0.25DCV but less than th full DCV? less than 0 25DCV? 0 Yes / tfo C> 0 Yes No =>EVs Harvest and use appears to be Harvest and use may be feasible. Harvest and use is feasible. Conduct more detailed Conduct more detailed evaluation and considered to be infeasible. evaluation and sizing calculations sizing calculations to determine to confirm that DCV can be used feasibility. Harvest and use may only be at an adequate rate to meet able to be used for a portion of the site, drawdovn criteria, or (optionally) the storage may need to be upsized to meet long term capture targets while draining in longer than 36 hours. Is harvest and use feasible based on further evaluation? o Yes, refer to Appendix E to select and size harvest and use BMPs. ,No, select alternate BMPs. I 12 I a' .1 I 71V?A 4 Appendix I: Forms and Checklists i 1-2 February 2016 i 1-2 I February 2016 Vt'iA c Appendix .1: Forms and Checklists Is there a demand for harvested water (check all that apply) at the project site that is reliably present during theet season? ilet and urinal flushing iandscape irrigation Other: 2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. [Provide a summary of calculations here] aJL ,ce Calculate the DCV using worksheet B.2-1. DCV = '1 (cubic feet) 3a. Is the 36 hour demand greater 3b. Is the 36 hour demand greater than 3c. Is the 36 hour demand than or equal to the D9Z? 0.25DCV but less than th full DCV? less than Q,25DC\T? 0 Yes / No 1> 0 Yes / Harvest and use appears to be Harvest and use may be feasible. Harvest and use is feasible. Conduct more detailed Conduct more detailed evaluation and considered to be infeasible. evaluation and sizing calculations sizing calculations to determine to conrm that DCV can be used feasibility. Harvest and use may only be at an adequate rate to meet able to be used for a portion of the site, drawdown criteria, or (optionally) the storage may need to be upsized to meet long term capture targets while draining in longer than 36 hours. Is harvest and use feasible based on further evaluation? 0 Yes, refer to Appendix E to select and size harvest and use BMPs. No, select alternate BMPs. I I I I I I pi 4 Appendix H: Guidance for Investigation Potential Critical Coarse Sediment Yield Areas Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season? E] oilet and urinal flushing 'Landscape irrigation D0ther If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2. [Provide a summary of calculations here] X-C. Le L Calculate the DCV using worksheet B-2.1. DCV = I (cubic feet) 3a. Is the 36 hour demand greater 3b. Is the 36 hour demand greater than 0.25DCV 3c. Is the 36 than or equal to the DCV? but less than the full DCV? hour demand C] Yes / Bo C> 0 Yes / C) less than 0.257? es Harvest and use appears to be Harvest and use may be feasible. Conduct more Harvest and feasible. Conduct more detailed detailed evaluation and sizing calculations to use is evaluation and sizing calculations determine feasibility. Harvest and use may only be considered to to confirm that DCV can be used able to be used for a portion of the site, or be infeasible. at an adequate rate to meet (optionally) the storage may need to be upsized to drawdown criteria, meet long term capture targets while draining in longer than 36 hours. Is harvest and use feasible based on further evaluation? 0 Yes, refer to Appendix E to select and size harvest and use BMPs. No, select alternate BMPs. I Storm Water Standards I Part 1: BMP Design Manual January 2016 Edition '-3 I I I I I I I n n TM 5620 Friars Road Date 030/7 San Diego, CA 92110.2596 Job No. 4 MPANY Tel: (619) 291-0707 . Page Fax: (619) 291-4165 Done By A 4 1) Checked By JJ5/ L , . I P1' )&/ ciJo o I 1__ • TM 5620 Friars Road Date 0 1? I usIII!III San Diego, CA 92110-2596 Job No. Page ENGINEERING CoMI1' Tel: (619) 291-0707 Fax: (619) 291-4165 Done By 4 I Checked By I - 1T± eriA 'S 9 • rr / ' I 1 1 • 'C2 QA I fl Th TM 5620 Friars Road Date ° o San Diego, CA 92110-2596 Job No. 17/ rq 4 ENGINEERING COMPANY Tel: (619) 291-0707 Page 'I Fax: (619) 2914165 Done By 4 5)7 - Checked By J'e( &PCI7 'I. V 4-,8 1C 1e Øe C2Jc I 60 4(1êf(C0J I cJe, M, e,, 76! •oe) Po d I 7.0 _____ • e'fv ( I 7/'- 7I V i LcJ 0JY4 2 / ' q0 I V ç (. CY IVV n n I 5620 Friars Road San Diego, CA 92110-2596 Date Job No. /7 / L • I ENGINEERING CoMPY Tel: (619) 291-0707 Fax: (619) 291-4165 Page Done By I Checked By I Cv - 4U (1 00, I t . I . ( 5 I 1 34 c) o79 Ied - / . ve I 2''t4 CQ' Cv I: .. I • • I I I.•. ,, ,1 .. I TM 5620 Friars Road Date / ° mm San Diego, CA 92110-2596 Job No. /7/9 4 - ENGINEERING COMPANY Tel: (619) 291-0707 Page 1 Fax: (619)291-4165 Done By A 5L Checked By I jw.'C5& OC , 3 I I - I /. 01: CM&VCtJ YdJ J. - I I . . &1tlQ;ee J I — I Loct pIw uoLa ?o I _r ot)up d 5 î 1 I fl fl I TM 5620 Friars Road San Diego, CA 92110-2596 FADWOON Date 0 7 14'5-110 /7 I Job No /7 / ENGINEERING COMPANY Tel: (619) 291-0707 Fax: (619) 291-4165 Page Done By ' ?' I Checked By - o 1D'/7 - - 2 I: ~ I 21 j - 5 i - CJ 1: Cv I I. - '- I, I_ - 620 Friars Road Date / (7 II San Diego, 0A92110-2596 m Job No. ENGINEERING COMPANY Tel: (619) 291.0707 age • (619) 291-4165 Done By A4 I Checked By ro I MA I I7 I& O..i '2&tWt/ ct I 'I ,a&y 110 ,'~ see. ieL cvJ ci (-pj 'p J 0 H o'I I yL/oi, - - and. ; I I I fl ('Th TM 5620 Friars Road Date 0 3/" -O (? I IuJuId!I.. San Diego, CA 92110-2596 Job No. ENGINEERING CoMPMw Tel: (619) 291.0707 age 1 Fax: (619) 291-4165 Done By Checked Ac)7 By /1A -4t I. C'J . I e"ot I -cj O'' 1 L0 2 ?o 3aJJo, e/ i - Lcw.ie* cvc?& C-e-v 74o O) I yJJos /, 74 I I A I •-. f,ve5 E Oe ', I 36 k' Ocv i I 'I n ,1 TM 5620 Friars Road San Diego, CA 92110.2596 'JG CoMPANY Tel: (619) 2910707 Fax: (619) 291-4165 9cç; /2fC111 • - 2c') n Date 0/7 Job No. f7 i1 Page - AllDone By Checked By f.;— des ¶,•_ ____ I 70 J•S /. 0 ' / C . ale -ce ode( 24 :ot - 0 5620 Friars Road I LU TM t" ENGINEERING COMPANY Tel: (619) 291-0707 Fax: (619) 2914165 n / Date / (7 Job No. 4 Page Done By Checked By 0 0 I 5620 Friars Road San Diego, CA92110-2596 Date / ,/ c f . Job No. 17/ 4 I ENGINEERING COMPANY Tel: (619) 291.0707 Fax: (619) 291-4165 Page __________________ Done By I c -Ie r A c <c)y Checked By . I 0 Aafy q e5, L 0 . 0 I ........................0 1, 0 1 7 I yPy 1Lo aLt j LJJo1, /v-e/ 9f ."-ar .kQJI - I 0 00• Qc 5-I 1 I 2'c') Ile.5 . ' •0 I .. . 100 : 0 [1 1-27 February 2016 I Appendix I: Forms and Checklists (r ixM Part t - Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Critöria Screening Question Yes No Is the estimated reliable infiltration rate below proposedfacility 1 locations greater than 0.5 inches per hour? The response to this x Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and _-Appendix D. Provide basis: The USDA web soil survey website indicates the underlying soils belong to Huerhuero loam (HrC). Huerhuero loam is identified as Hydrologic Soil Group D which is not considered suitable for infiltration BMP's. Information collected from the USDA website is attached. Based on percolation test data from the previous consultant and using the Porchet Method, the unfactored infiltration rates obtained within the underlying formational materials was 1.84, 0.0, and 0.29 iph with an average rate of 0.71 iph. After applying a feasibility factor of safety of 2.0, the factored infiltration rates were 0.92, 0, and 0.15 iph, with an average rate 0.36 iph. Therefore, 2 of the 3 tests did not meet the feasibility criteria for full infiltration and the average rate is also below the minimum threshold for full infiltration. The on-site soil is classified as highly expansive clay of the Santiago Formation which is not suitable for infiltration BMP's. Soaking highly expansive clay soil in the vicinity of structural improvements is not recommended. The potential for lateral water migration and distress to nearby private and public improvements is high. Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, 2 groundwater mounding, utilities, or other factors) that cannotbe . x mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: No significant slopes, landslides, existing utilities, walls, or foundations exist in the vicinity of any proposed storm water BMP's. Groundwater mounding is not expected. However, soaking highly expansive clay soil with very low permeability is not recommended due to the high probability for lateral water migration to adversely impact adjacent public and private improvements and utilities. I I I El LI I I I I I I I Li I I I I Appendix I: Forms and Checklists Criteria Screening Question Yes No Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot x be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Groundwater is not located within 10 feet from any proposed infiltration BMP, therefore the risk of storm water infiltration BMP's adversely impacting groundwater is considered negligible. Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of x contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presnted in Appendix C.3. Provide basis: It is our opinion there are no adverse impacts to groundwater, water balance impacts to stream flow, or impacts on any downstream water rights. It should be noted that researching downstream water rights or evaluating water balance issues to stream flows is beyond the scope of the geotechnical consultant. E. SO No. FtOE6377 CIV If all answers to rows 1 - 4 are "Yes" a full infiltration design is potentially feasible.The Part 1 feasibility screening category is Full Infiltration Result * If any answer from row 1-4 is "No", infiltration may be possible to some extent but No Full Infiltration would not generally be feasible or desirable to achieve a "full infiltration" design. Proceed to Part 2 10 DC compietea using gatnerea site inrormauon ann nest protessional Judgment considering the detinition ot £vLtiP in the MS4 Permit. Additional testing and/or studies may be required by Agency/Jurisdictions to substantiate findings 1-28 February 2016 Appendix I: Forms and Checklists Part 2— Partial Inflhration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening x Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Based on percolation test data from the previous consultant and using the Porchet Method, the unfactored infiltration rates obtained within the underlying formational materials was 1.84, 0.0, and 0.29 iph with an average rate of 0.71 iph. After applying a feasibility factor of safety of 2.0, the factored infiltration rates were 0.92, 0, and 0.15 iph, with an average rate 0.36 iph. Although not recommended, these rates support a partial infiltration condition if the resulting lateral water migration and high probability for distress to surrounding private and public improvements could be mitigated. Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, 6 groundwater mounding, utilities, or other factors) that cannot x be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation .of the factors presented in Appendix C.2. Provide basis: No significant slopes, landslides, existing utilities, walls, or foundations exist in the vicinity of the proposed storm water BMP's. Groundwater mounding is not expected. However, the on-site soil is classified as a highly expansive clay. The potential for lateral water migration and distress to nearby public and private improvements is high. Distress to surrounding private and public improvements should be expected. 1-29 February 2016 I I I I I I I Li 1 I I I I [1 I I I I I I I I I I I I I I I I I I I I U I I I Appendix I: Forms and Checklists Critea Screening Question Yes No Can Infiltration in any appreciable quantity be allowedwithout posing significant risk for groundwater related concerns 7 (shallow water table, storm water pollutants or other factors)? x The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Groundwater is not located within 10 feet from any proposed infiltration BMP, therefore the risk of storm water infiltration BMP's adversely impacting groundwater is considered negligible. Can infiltration be allowed without violating downstream water 8 rights? The response to this Screening Question shall be based ona X comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: It is our opinion there are no adverse impacts to groundwater, water balance impacts to stream flow, or impact n any downstream water rights. It should be noted that researching downstream water rights or evaluatin balance issues to flows is beyond stream the scope of the geotechnical consultant. 45) RC CnAt OF CA~ If all answers from row 5-8 are yes then partial infiltration design is potentially feasible. Part 2 The feasibility screening category is Partial Infiltration. No Partial Result* If any answer from row 5-8 is no, then infiltration of any volume is considered to be Infiltration infeasible within the drainage area. The feasibility screening category is No Infiltration. o uc compictea using gatnerec site inrormation antI best protessional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by Agency/Jurisdictions to substantiate findings 1-30 February 2016 )rn I J-17169.A . fizesul RamS March 29,2017 I Cistern to Bioretention Sizing for DMA 1, DMA 2 and DMA 3 . 3 Cistern with Bioretention DMA #1 Facility WQ Voume Caics . StormTrap Vault Sizing Bioretention BMP Sizing - Disch a rge Orifice Avo,age Outflow at from Maotmom Outflow O.,. Area' Runoff 85th Percentile wa Volume Rainfall Vlmne I 5 • Required WO far Cistan, eight Required StonfiTrep Provided Operring Size per SWMM Stortnlrup Vmittrioigtd Cistern per 36-h ow from at wa Minimum Size3 Size Planned Max. Provided Check for provided DMA Name DMA (ft) Surface Type Runoff Factor Factor (ft) @1.5 WQ Volume (ft3) Vault Footprint(fe)' Vault Footprint (fl?) Anailyses @ WQ Volum. Orawdown Time Vol-' through BMP Q (Inches) 1 250836 Impervious Area - Roof. 0.9 225753 0.67 . -. . . Sidewalk, Street 1 16187 Pervious Area - 0.3 4856 0.67 Compacted Soil Slopes Pervious Area - 1 60042 LandscapedNegetated 0.1 6004 0.67 Area -I'- Total 327065 236613 0.67 13211 25480 3.69 7462 7603 . 2.50 1.74 . 0.10 0.22 1869 1900 0.220 OK 0.72 Cistern with Bioretention DMA #2 Facility WQ Voume Caics StormTrap Vault Sizing r Bioretention Sizing - - - . DIscharge On/ice Average OutflowQt from Maolmimr Outflow O DMA Area Weighted . With Percentile'wo VRainfallolume I S Required Wa StormTrup Vault Height Required Stormirop Provided Stonfllrap OpenIng Size per SWMM Stomslrap Vault Un/gIrt Cistern per 36-hem from 11w OrIfice at Wa Minimum Size' Size Planned Max. Q Provided Check for provided DMA Name Surface Runoff Factor Runoff Factor es) (6') rancor m @i.tWaVotmne(ft') Vuuttpeetprintlft'l' VaultFoetp.lnt(ft') Analyses . @WQV0lomo orawdOwnTlme Volume' (ft) (ft') throughBMP(cfs)' Q 2 272716 Impervious Area - Roof, 0.9 245444 0.67 . .t Sidewalk, Street . . 2 29271 - Pervious Area - 0.3 8781 0.67 Compacted Soil Slopes I. Pervious Area - 2 25933.2538 Landscaped/Vegetated 0.1 2593 0.67 Area Total 327921 256819 0.67 14339 21509 4.09 5674 5755 2.25 2.49 0.11 0.21 1813 1900 0.220 OK Cistern with Bioretention DMA #3 Facility WQ Voume Caics StormTrap Vault Sizing . • Bioretention Sizing DMA Area Weighted 85th Percentile a volume 1 5 • R id d WQ . q V' me Stom.Trap Vault Height I, Required Stom.Trap Provided xtonnlrap Discharge Orlfica Opening Size per SWMM Stormlrup Vault Height Average Outflow at from Cistern per 36-hew Maximum Outflow 0.,.., from the Orifice at WO Minimum Size' Size Planned Max. 0 Provided Check for provided DMA Name Surface Runoff Factor Runoff Factor Rainfall - (flu) @l5WQVolume(ft') VuultFoolprint(ft')' VuuttFootprint(ft') Analyses @WaVolume D,uwdownTlme Volume' (ff') - (ft') through BMP(cfs)' Q 3 69771 Impervious Area (90%) - , 62794 0.67 . Roof, Sidewalk, Street Pervious Area (10%) - 3 7752 Landscaped/Vegetated 0.1 775 0.67 Area e . Total . 77524 63569 0.67 3549 5324 4.00 1437 1502 1.25 2.36 0.03 0.06 u 645 750 0.087 OK 0.78 I 1 Note: ' . 0.82 I l. An 8% safety factor is included to account for voids in the Storm Trap Detention Vault per manufacturer details. Per orifice equation, fQ = CA..J 2gH Minimum size for bioretention footprint using 5 in/hr biofiltration rate. Size (Sf) = Qmax (cfs) / Biofiltration Rate (in/hr converted to ft/s). Maximum C provided through provided bioretention footprint using 5 in/hr biofiltration rate. Max. C (c(s) = Provided Footprint (ft2)' Biofiltration rate (in/hr converted to ft/s). 14 / p. I- I IM - A 11~M f-44 B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs 1 Remaining DCV after implementing retention BMPs 77 cubic- .pa Retention 2 Infiltration rate from Form 1-9 if partial infiltration is feasible 0 in/hr. 3 Allowable drawdown time for aggregate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated [Line 2 x Line 3] o inches 5 Aggregate pore space 0.40 in/in 6 Required depth of gravel below the underdrain [Line 4/ Line 5] inches 7 Assumed surface area of the biofiltration BM? 3 Do sq-ft 8 Media retained pore storage 0.1 in/in 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 4 cubic-feet 10 DCV that requires biofiltration [Line 1 - Line 9] 3 cubic-feet BMP Parameters 11 Surface Ponding [6 inch minimum, 12 inch maximum] inches 12 Media Thickness [18 inches minimum], also add mulch layer thickness to . this line for sizing calculations inches 13 - Aggregate Storage above underdrain invert (12 inches typical) - use 0 . . i inches for sizing if the aggregate s not over the entire bottom surface area , inches 14 Media available pore space 0.2 in/in 15 - Media filtration rate to be used for sizing (5 in/hr. with no outlet control; f the filtration s controlled by the outlet, use the outlet controlled rate) i i 5 in/hr. Baseline _Calculations 16 Allowable Routing Time for sizing 6 hours 17 Depth filtered during storm [Line 15 x Line 16] 30 inches 18 - Depth of Detention Storage [Line ll+ (Line 12x Line 14)+ (Line l3x Line 5)] f-Ls inches 19 Total Depth Treated [Line 17 + Line 18] L- 4 inches pti Oil times _1—_Biofilter_1_5_ _the _DCV 20 Required biofiltered volume [1.5 x Line 10] cubic-feet 21 Required Footprint [Line 20/ Line 19] x 12 4 sq-ft Option 2:• Store 0.75 of remaining DCV in- pores and ponding 22 Required Storage (surface + pores) Volume [0.75 x Line 10] ! 74 cubic-feet 23 Required Footprint [Line 22/ Line 18] x 12 /4 '7 sq-ft Footprint óf the BMP : .•.. •. ,. S 24 Area draining to the BMP 07 I sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) C 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.031 I , sq-ft 27 Footprint of the BM? = Maximum(Minimum(Line 21, Line 23), Line 26) J sq-ft Note: Line 115 used to esumate the amount of volume retained by the BMP. Update assumed surface area in Line 7 until its equivalent to the required biofiltrainn footprint (either Line 21 or Line 23) B-26 February 2016 t5 V P oo&rv1 Co > !4 I I I I I I I I I ITT I I I I I I -B /r4r-4 Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs $1Tnpk--S,izib, Method for Nofiltration BAITS B.5-1 Remaining DCV after implementing retention BMPs I 77 cubic-feet Partial Retention 2 Infiltration rate from Form 1-9 if partial infiltration is feasible 0 in/hr. 3 Allowable drawdown time for aggregate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated [Line 2 x Line 3] o inches 5 Aggregate pore space 0.40 in/in 6 Required depth of gravel below the underdrain [Line 4/ Line 5] 3. inches 7 Assumed surface area of the biofiltration BMP 00 sq-ft 8 Media retained pore storage S 0.1 in/in 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 4 cubic-feet 10 DCV that requires biofiltration [Line I - Line 9] & cubic-feet BMP 1?árameters. 11 Surface Ponding [6 inch minimum, 12 inch maximum] C inches 12 Media Thickness [18 inches minimum] also add mulch layer thickness to . . this line for sizing calculations inches 13 - Aggregate Storage above underdrain invert (12 inches typical) - use 0 inches for sizing if the aggregate is not over the entire bottom surface area inches 14 Media available pore space 0.2 in/in 15 - Media filtration rate to be used for sizing (5 in/hr. with no outlet control; . i i f the filtration s controlled by the outlet, use the outlet controlled rate) 5 in/hr. Baseline Calculations 16 Allowable Routing Time for sizing 6 hours 17 Depth filtered during storm [Line 15 x Line 16] 30 inches 18 - Depth of Detention Storage [Line 11+ (Line 12x Line 14+ (Line 13x Line 5)] . inc h es 19 Total Depth Treated [Line 17 + Line 18] 4 4. 4 inches çpnon_1— Biofilter 15_times_the_DCV 20 Required biofiltered volume [1.5 x Line 10] J cubic-feet 21 Required Footprint [Line 20/ Line 19] x 12 . 4. j sq-ft poñ2 Store 0.75 of remaining DCV in pores and ponding . 22 Requited Storage (surface + pores) Volume [0.75xLine10]. /74. cubic-feet 23 Required Footprint [Line22/ Line 18]x12 sq-ft Footprint of the BMP . . . 24 Area draining to the BMP .7 / sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B. IandB.2) ) 26. Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 7 sq-ft 27 Footprint of the BMP =Maximurn(Minimum(Line21, Line 23), Line 26) 1,4. sq-ft I Note: ].me Its used to estimate the amount of volume retained by the BIMP. Update assumed surface area in line 7 until its equivalent to the required biofiltradon footprint (either Line 21 or Line 23) B-26 February 2016 I icv,'d 'P prvJ 0 I I I 1 I I I I 1 I Ii Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs I 1 Remaining DCV after implementing retention BMPs cubic-feet Partial Retention ' 5' 2 Infiltration rate from Form 1-9 if partial infiltration is feasible 0 in/hr. 3 Allowable drawdown time for aggregate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated [Line 2 x Line 3] a inches 5 Aggregate pore space 0.40 in/in 6 Required depth of gravel below the underdrain [Line 4/ Line 51 3 inches 7 Assumed surface area of the biofiltration BMP I 4 0 sq-ft 8 Media retained pore storage 0.1 in/in 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 .g cubic-feet 10 DCV that requires biofiltration [Line I -. Line 9] 17 cubic-feet BMPPramrs v. - - - 11 Surface Ponding [6 inch minimum, 12 inch maximum] 6 inches 1' Media Thickness [18 inches minimum] also add mulch layer thickness to this line for sizing calculations inches 13 - Aggregate Storage above underdrain invert (12 inches typical) - use 0 inches for sizing if the aggregate is not over the entire bottom surface area inches 14 Media available pore space 0.2 in/in 15 - Media filtration rate to be used for sizing (5 in/hr. with no outlet control; . i i f the filtration s controlled by the outlet, use the outlet controlled rate) 5 in/hr. ..... Baseline Calculations ________ ________ 16 Allowable Routing Time for sizing 6 . hours 17 Depth filtered during storm [Line 15 x Line 16] 30 inches 18 Depth of Detention Storage [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] / 5. inches 19 Total Depth Treated [Line 17 + Line 18] 5 .' inches ,ption1-Biofilter1.5,timestheDCV$.. S. ss ... $. J Required biofiltered volume [1.5 x Line 10] . ç cubic-feet 21 Required Footprint [Line 20/ Line 19] x 12 70 sq-ft .. ptioñ2. SttireQ75:ofrethaining DCVihpores ândpon'ding.." ."" c ... •• 22 Required Storage (surface + pores) Volume [0.75 x Line 10] /3/ C5 cubic-feet 23 Required Footprint [Line 22/ Line 18] x 12 1 0 / sq-ft . .,. - 24 1 Area draining to the BMP C) sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2)I o 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] I 110 sq-ft 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 110 sq-ft Note: Line I is used to estimate the amount ot volume retained by the BMP. Update assumed surface area in Line 7 until its equivalent to the required biofi1traon footprint (either Line 21 or Line 23) 1. pyoJ- ,4p B-26 February 2016 1 Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs 1 Remaining DCV after implementing retention BMPs I cubic-feet Partia l Retention- 2 Infiltration rate from Form 1-9 if partial infiltration is feasible a in/hr. 3 Allowable drawdown time for aggregate storage below the underdrain 36 hours 4 Depth of runoff that can be infiltrated [Line 2 x Line 31 inches 5 Aggregate pore space 0.40 in/in 6 Required depth of gravel below the underdrain [Line 4/ Line 5] 3 inches 7 Assumed surface area of the biofiltration BMP sq-ft 8 Media retained pore storage 0.1 in/in 9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 f) cubic-feet 10 DCV that requires biofiltration [Line 1 - Line 9] 7 cubic-feet BMP Parameters . -. .. ..•________ II Surface Ponding [6 inch minimum, 12 inch maximum] inches 12 . Media Thickness [18 inches mini mum], also add mulch layer thickness to this line for sizing calculations Q9_ inches 13 - Aggregate Storage above underdrain invert (12 inches typical) - use 0 inches for sizing if the aggregate is not over the entire bottom surface area inches 14 Media available pore space . 0.2 in/in 15 - Media filtration rate to be used for sizing (5 in/hr. with no outlet control; if the filtration is controlled by the outlet, use the outlet controlled rate) ai-e 5 in/hr. .— t . - r ' •. 16, Allowable Routing Time for sizing 6 hours 17 Depth filtered during storm [Line 15 x Line 16] 30 inches 18 - Depth of Detention Storage . . - [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] ,.. / inches 19 Total Depth Treated [Line 17 + Line 18] 4-C inches -. . 2pt1on4 -Biofilter t5.timestheDCV, 20 Required biofiltered volume [1.5 x Line 10] ? cubic-feet 21 Required Footprint [Line 20/ Line 19] x 12 . sq-ft pti6n;'2 .____StoreO.75ofremainingDCVinpores. and ponding ., - ' 22 Required Storage (surface + pores) Volume [0.75 x Line 101 cubic-feet 23 Required Footprint [Line 22/ Line 18] x 12 4 sq-ft .1 24 Area draining to the BMP /' 4 sq-ft 25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 4. sq-ft 27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 45 sq-ft ,',-. , , •0 csu,natc toe amount or voiumc retainea oy toe liME'. Update assumed surtace area in Line 1 until its equivalent to the required biofiltration footprint (either Line 21 or Line 23) B-26 ' February 2016 PiovdJ / Co > / Fo 4/ LI 1-4 9 -z 3)V1d I ENG1NEE 1 I . It I I' I 1 I 0 I I I I , I I, I n TM 5620 Friars Road Date C> 19!2 San Diego, CA 92110-2596 Job No. ING COMPANY Tel: (619) 2910707 Page Fax: (619) 2914165 . Done By Checked By Dt'7A Ag C.I/T(J. .• . 4 q .• - --.1Amp 4 01 I . • 30 '- - i U —-7 — -.- - -. 5 I-' ____________ ________ 0•0 I O'ce ft oj . .......:/ I TM 5620 Friars Road Date 3/ . / t 1'? .J San Diego, CA 92110-2596 Job No. A ENGINEERING COMPANY Tel: (619) 291-0707 . Page I Fax: (619) 291-4165 Done By U Checked By iET j<.A/'JCHr,c'it LEA2L. 14 1 0 ° ....................................................-............................................. . . ...... ....FL . Vol. .. . - . . - ... c-1 . . . L I - 1 .. . . ?rVC "P - - ov JL.. 9....9 ....................................---. .......................... 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On JJ cde F-0 OLf 114— 60 /-•.• - /4o S Stor Trap4D MODULAR CONCRETE STORM WATER MANAGEMENT SHEET INDEX PAGE DESCRIPTION 0.0 COVER SHEET 1.0 SINGLETRAP DESIGN CRITERIA 20 CINGLETRAP !WTCP.l LAYOUT 2.1 SINGLETRAP FOUNDATION LAYOUT 3.0 SINGLETRAP INSTALLATION SPECIFICATIONS 3.1 4.0 SINGLETRAP INSTALLATION SPECIFICATIONS SINGLETRAP BACKFILL SPECIFICATIONS 5.0 RECOMMENDED PIPE /ACCESS OPENING SPECIFICATIONS 6.0 SINGLETRAP MODULE TYPES StormTrap° PATENTS USTEI) AT IHTTP//ST0RMTRAPC0EVPATEN11 1287 WI DH PARKWAY ROMEOVILLE,IL 60446 P:815-941-4549 / F:331-318-5347: ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 T INFORMATION 619-291-0707 MTRAP PROJECT INFORMATION: LIE CARTER 12-5628 BRESSI RANCH-1-4-2 I rER@STORMTRAP.COM CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: PRELIMINARY !REV. DATE: ISSUED FOR:IDBl 41 6-21-2017 PRELIMINARY ADF 2 6-15-2017 PRELIMINARY ADF 1 4/26/2017 PRELIMINARY ADF SCALE: NTS SHEET TITLE: - COVER SHEET SHEET NUMBER: 0 0 0 STRUCTURAL DESIGN LOADING CRITERIA LIVE LOADING: AASHTO HS-20 HIGHWAY LOADING GROUND WATER TABLE: BELOW INVERT OF SYSTEM SOIL BEARING PRESSURE: 3000 PSF SOIL DENSITY: 120 PCF EQUIVALENT UNSATURATED LATERAL ACTIVE EARTH PRESSURE: 35 PSF / FT. EQUIVALENT SATURATED LATERAL ACTIVE EARTH PRESSURE: 80 PSF/FT. (IF WATER TABLE PRESENT) APPLICABLE CODES: AASHTO ACI-318 BACKFILL TYPE: " STONE AGGREGATE I I STORMTRAP SYSTEM INFORMATION WATER STORAGE REQ'D: 28,690.00 CUBIC FEET WATER STORAGE PROV: 28,810.70 CUBIC FEET UNIT HEADROOM: 4-2 SINGLETRAP UNIT QUANTITY: 64 TOTAL PIECES 1 I I I I STORMTRAPSTRUCTURAL DESIGN CRITERIA STORMTRAP MODULES SHALL BE MANUFACTURED AND INSTALLED ACCORDING TO SHOP DRAWINGS APPROVED BY THE INSTALLING CONTRACTOR AND ENGINEER OF RECORD. THE SHOP DRAWINGS SHALL INDICATE SIZE AND LOCATION OF ROOF OPENINGS AND INLET/ OUTLET PIPE TYPES, SIZES, INVERT ELEVATIONS AND SIZE OF OPENINGS. COVER RANGE: MIN. 1.08' MAX. 10.00'(CONSULT STORMTRAP FOR ADDITIONAL COVER OPTIONS). ALL DIMENSIONS AND SOIL CONDITIONS, INCLUDING BUT NOT LIMITED TO GROUNDWATER AND SOIL BEARING CAPACITY ARE REQUIRED TO BE VERIFIED IN THE FIELD BY OTHERS PRIOR TO STORMTRAP INSTALLATION. FOR STRUCTURAL CALCULATIONS THE GROUND WATER TABLE IS ASSUMED TO BE BELOW THE SYSTEM INVERT, IF WATER TABLE IS DIFFERE NT THAN ASSUMED, CONTACT STORMTRAP. STORMTRAP CONCRETE CHAMBERS ARE NOT DESIGNED TO RECEIVE ANY LOAD FROM ADJACENT STRUTCTURES. IN ADDITION TO THIS, THE ADJACENT STRUCTURES FOOTING COLUMNS ARE CONSIDERED TO BE EITHER BELOW INVERT OR ARE FAR ENOUGH AWAY FROM STORMTRAP CHAMBERS SO NOT TO IMPOSE ANY LATERAL LOADS ON THE WALLS OF STORMTRAP CHAMBERS. NO ADDITIONAL LOADS SUCH AS BUT NOT LIMITED TO SURCHARGE LOADS, BUILDING FOUDATION LOADS, BUILDING LIVE LOADS, BUILDING DEAD LOADS, OR LOADS FROM THE ADJACENT STORM SYSTEM STRUCTURES HAVE BEEN CONSIDERED IN THE DESIGN OF STORMTRAP CONCRETE CHAMBERS. ----ALLOWABLE MAX GRADE 416.54 ALLOWABLE MIN GRADE = 407.62 10.00' HWL = 406.04 4-2" SINGLETRAP StormTrapo PATENTS LISTED AT IHrTP/ISTORMTRAP.COM/PATSNT1 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5347: ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH-1-4-2 CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: PRELIMINARY EV.I DATE: ISSUED FOR:I DWN ,\ 6-21-2017 PRELIMINARY ADF 2 6-15-2017 PRELIMINARY ADF 1 4/26/2017 1 PRELIMINARY ADF SCALE: I I SEE SHEET 4.0 FOR BACKFILL I SPECIFICATIONS 1.08' I Ii I I ~ 6717L1, 1-0" MIN. m-'rrffr REINFORCED CONCRETE FOUNDATION FOR STORMTRAP SYSTEM (SEE SHEET 2.1 FOR DETAILS) . . ..• . . ... ......g. . .- . . ... I S. 41-2" SINGLETRAP LSEE SHEET 2.1 FOR DETAILS INVERT =401:87 NTS SHEET TITLE: SINGLETRAP DESIGN CRITERIA SHEET NUMBER: .- 1.0. BILL OF MATERIALS Q-ry. i UT TYPE DESCRIPTION WEIGHT 40 i 14-2' SINGLETRAP 14984 II 4-2" SINGLETRAP 16835 20 III 14-2' SINGLETRAP 14358 2 IV 4-2' SINGLETRAP 1 15283 vii 14-2" SINGLETRAP 13726 2 ,' SPIV 4-2" SINGLETRAP VARIES 4 PANEL 1 6" THICK PANELS 2321 12 JOINTWRAP 1 150' PER ROLL 32 .3OTTA1 145' PER ROLL o35' OPENING FOR 6.30" HOPE PIPE 19 C 8 55'-8" 47'-3" k C 2 3 4 5 6 7 8 136'— 5" —024' ACCESS OPENING / WITH STEPS (TYP) / . 100'-1" 7 016" OPENING FOR --- 312" PVC PIPE IN'-.-' = 402.16 REV J DATE: ISSUED FOR: 10WNI 6-21-20171 PRELIMINARY ADF 2 1 6-15-2017 PRELIMINARY ADF 4/26/2017 PRELIMINARY ADF SCALE: NTS SHEET TITLE: SINGLETRAP SYSTEM LAYOUT 016` OPENING FOR 012 PVC PIPE IN'! = 404.77 F 3'-2" 4'-5,' DESIGN CRITERIA ALLOWABLE MAX GRADE = 416.54 ALLOWABLE MIN GRADE = 407.62 StorrnTrap° INSIDE HEIGHT ELEVATION = 406.04 SYSTEM INVERT = 401.87 I PATENTS LISTED AT, [TTP,//W0RMTP.AP.00M/PATEt4TI STORMTRAP VOLUME = 28,810.70 CF. 1287 WINDHAM PARKWAY NOTES: . ROMEOVILLE, IL 60446 1. DIMENSIONING OF STORMTRAP SYSTEM SHOWN BELOW ALLOW FORA 3/4" GAP P:815-941-4549 /F:331-318-5347:! BETWEEN EACH MODULE ENGINEER INFORMATION: ALL DIMENSIONS TO BE VERIFIED IN THE FIELD BY OTHERS. SEE SHEET 3.0 FOR INSTALLATION SPECIFICATIONS. RICK ENGINEERING COMPANY SP - INDICATES A MODULE WITH MODIFICATIONS. 5620 FRIARS ROAD P - INDICATES A MODULE WITH A PANEL ATTACHMENT. SAN DIEGO, CA 92110 CONTRACTORS RESPONSIBILITY TO ENSURE CONSISTENCY/ACCURACY TO FINAL 619-291-0707 ENGINEER OF RECORD PLAN SET. PROJECT INFORMATION: BRESSI RANCH-1-4-2 CARLSBAD, CA CURRENT ISSUE DATE: 28'—O" 6-21-2017 43 ISSUED FOR: NV = 403.32 PRELIMINARY SI ::'•.::., III I I I I I I I SPIvP i(i' :=4= 3-11 0 1 II III F SPIll 02 Ill I 3'-2" 51'-321 016" PVC PIPE 10411H o2.5" ORIFICE RESTRIcroR PLATE 623" 0PEN4NG FOR IN'! = 401.87 6.18" HDPE PIPE: NV = 401.87 SHEET NUMBER: !EKE 121'—l" 8'-11" 138'-5" - StormTrap° PATENTS LISTED AT FUTTP//STOEMTRAP.COMIPATENT 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 815-941-4549 / F:331-318-53471 NOTES: CONCRETE STRENGTH © 28 DAYS, 5%-8% ENTRAINED AIR, 4" MAX. SLUMP. NET ALLOWABLE SOIL PRESSURE AS INDICATED ON SHEET 1.0. SOIL CONDITIONS TO BE VERIFIED ON SITE BY OTHERS. REBAR: ASTM A-615 GRADE 60. BLACK BAR. DIMENSION OF FOUNDATION MUST HAVE 1-0' OVERHANG BEYOND EXTERNAL FACE OF MODULE. DIMENSION OF STORMTRAP SYSTEM ALLOW FOR A 3/4' GAP BETWEEN EACH MODULE. ALL DIMENSIONS TO BE VERIFIED IN THE FIELD BY OTHERS. THE CONTROL JOINTS SHALL BE BETWEEN (IF REQUIRED BY ENGINEER OF RECORD) 16-0 TO 24-0 MAX APART. SEE SHEET 3.0 FOR INSTALLATION SPECIFICATIONS. 57'-81" MAXIMUM SYSTEM 6" - 12" . SLAB THICKNESS 1CONCRETE 0-8" STRENGTH' (REINFORCEMENT BOTH DIRECTIONS) 4000 PSI #4 © 18' D.C. >1-0" - 2-0 0-8" 4000 PSI #4 © 16" O.C. >2-0 - 3-0' . 0-8" 4000 PSI #4 © 12" O.C. >3-0' - 4-0' 0-8' 4000 PSI #4 © 12' D.C. >4-0' - 5-0 0-8' 4000 PSI i© 18' O.C. -_#5 >5-0" - 6-0" 0-8' 4000 PSI #5 © 16' O.C. >6-0 - 7-0' 0-8 4000 PSI #5@16" O.C. >7'-0-8'-0" 4000 PSI - #5© >8-0' -91-01. 0-10' 4000 PSI #5 © 12" O.C. >9-0 - 10-0' 0-10" 4500 PSI #5 © 12" O.C. ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH-1-4-2 -- CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: r PRELIMINARY REV. DATE: ISSUED FOR: /\ 6-21-2017 PRELIMINARY 1 ADF 2 6-15-2017 PRELIMINARY ADF 1 4/26/2017 PRELIMINARY ADF SCALE: NTS SHEET TITLE: SINGLETRAP FOUNDATION LAYOUT SHEET NUMBER: 2ml . i TOP OF FOUNDATION - ,-CONTROL JOINT TO BE CUT / INTO SLAB WITHIN 8 HOURS AFTER SLAB IS POURED ----i ------- SLAB THICKNESS-H . PAD REINFORCEMENT-' CONTROL JOINT DETAIL TOP OF FOUNDATION - SLAB THICKNESS . , .. . REBAR PLACED. IN -f- CENTER OF SLAB STORMTRAP FOUNDATION DETAIL 1" Ø JOINT TAPE AROUND THE PEI OF THE SYSTI (SEE OPTIONAL STONE (FOR LEVELING) 8" WIDE JOINT WRP" (SEE NOTE TOP OF STORMTRAP '- -Ti [DETAIL 21 I I 1 I DETAILi] I STORMTRAP INSTALLATION SPECIFICATIONS STORMTRAP SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C891, STANDARD FOR INSTALLATION OF UNDERGROUND PRECAST CONCRETE UTILITY STRUCTURES, THE FOLLOWING ADDITIONS AND/OR EXCEPTIONS SHALL APPLY: IT IS THE RESPONSIBILITY OF THE INSTALLING CONTRACTOR TO ENSURE THAT PROPER/ADEQUATE EQUIPMENT IS USED TO SET/INSTALL THE MODULES. STORMTRAP MODULES SHALL BE PLACED ON A LEVEL CONCRETE FOUNDATION (SEE SHEET 2.1) WITH A 1-0' OVERHANG ON ALL SIDES THAT SHALL BE POURED IN PLACE BY INSTALLING. CONTRACTOR. A QUALIFIED GEOTECHNICAL ENGINEER WILL BE EMPLOYED, BY OWNER, TO PROVIDE ASSISTANCE IN EVALUATING THE EXISTING SOIL CONDITIONS. TO ENSURE THAT HE SOIL BEARING PRESSURE MEET OR EXCEED THE STRUCTURAL DESIGN LOADING CRITERIA AS SPECIFIED ON SHEET 1.0. THE STORMTRAP MODULES SHALL BE PLACED SUCH THAT THE MAXIMUM SPACE BETWEEN ADJACENT MODULES DOES NOT EXCEED ' (SEE DETAIL 2). IF THE SPACE EXCEEDS ,- THE MODULES SHALL BE RESET WITH APPROPRIATE ADJUSTMENT MADE TO LINE AND GRADE TO BRING THE SPACE INTO SPECIFICATION. S. STORMTRAP MODULES ARE NOT WATERTIGHT. IF A WATERTIGHT SOLUTION IS REQUIRED, CONTACT STORMTRAP FOR RECOMMENDATIONS. THE WATERTIGHT APPLICATION IS TO BE PROVIDED AND IMPLEMENTED BY THE CONTRACTOR, THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THE SELECTED WATERTIGHT SOLUTION PERFORMS AS SPECIFIED BY THE MANUFACTURER. THE PERIMETER HORIZONTAL JOINT BETWEEN THE STORMTRAP MODULES AND THE CONCRETE FOUNDATION SHALL BE SEALED TO I; THE FOUNDATION WITH PRE-FORMED MASTIC JOINT SEALER ACCORDING TO ASTM C891, 8.8 AND 8.12 (SEE DETAIL 1). THE MASTIC JOINT TAPE DOES NOT PROVIDE A WATERTIGHT SEAL. THE SOLE PURPOSE OF THE JOINT TAPE IS TO PROVIDE A SILT AND SOIL TIGHT SYSTEM. ALL EXTERIOR JOINTS BETWEEN ADJACENT STORMTRAP MODULES SHALL BE SEALED WITH 8' WIDE PRE-FORMED, COLD-APPLIED, SELF-ADHERING E LASTOMERIC RESIN, BONDED TO A WOVEN , HIGHLY PUNCTURE RESISTANT POLYMER WRAP, CONFORMING TO ASTM C891 AND SHALL BE INTEGRATED WITH PRIMER SEALANT AS APPROVED BY STORMTRAP (SEE DETAILS 3 & 4). THE JOINT WRAP DOES NOT PROVIDE A WATERTIGHT SEAL. THE SOLE PURPOSE OF THE JOINT WRAP IS TO PROVIDE A SILT AND SOIL TIGHT SYSTEM. THE ADHESIVE EXTERIOR JOINT WRAP SHALL BE INSTALLED ACCORDING TO THE FOLLOWING INSTALLATION INSTRUCTIONS: I 7.1. USE A BRUSH OR WET CLOTH TO THOROUGHLY CLEAN THE OUTSIDE SURFACE AT THE POINT WHERE JOINT WRAP IS TO BE APPLIED. 7.2. A RELEASE PAPER PROTECTS THE ADHESIVE SIDE OF THE JOINT WRAP, PLACE THE ADHESIVE TAPE (ADHESIVE SIDE DOWN) I AROUND THE STRUCTURE, REMOVING THE RELEASE PAPER AS YOU GO. PRESS THE JOINT WRAP FIRMLY AGAINST THE STORMTRAP MODULE SURFACE WHEN APPLYING. B. IF THE CONTRACTOR NEEDS TO CANCEL ANY SHIPMENTS, THEY MUST DO SO 48 HOURS PRIOR TO THEIR SCHEDULED ARRIVAL AT THE JOB SITE. IF CANCELED AFTER THAT TIME, PLEASE CONTACT THE PROJECT MANAGER. I 9. IF THE STORMTRAP MODULE(S) IS DAMAGED IN ANY WAY PRIOR, DURING, OR AFTER INSTALL, STORMTRAP MUST BE CONTACTED IMMEDIATELY TO ASSESS THE DAMAGE AND DETERMINE WHETHER OR NOT THE MODULE(S) WILL NEED TO BE REPLACED. IF ANY MODULE ARRIVES AT THE JOBSITE DAMAGED DO NOT UNLOAD IT; CONTACT STORMTRAP IMMEDIATELY. ANY DAMAGE NOT REPORTED BEFORE THE TRUCK IS UNLOADED WILL BE THE CONTRACTOR'S RESPONSIBILITY. I 10. STORMTRAP MODULES CANNOT BE ALTERED IN ANY WAY AFTER MANUFACTURING WITHOUT WRITTEN CONSENT FROM STORMTRAP. - 8' WIDE JOINT WRAP (SEE NOTE 7) StormTrap PATENTS LISTED AT IHTTP://STOEMTAAP.COM/PATENT1 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5347 ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 I 619-291-0707 PROJECT INFORMATION: BRESSI RANCH-1-4-2 CARLSBAD, 'CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: PRELIMINARY Jk WALL MTRAP 6-21-2017 1 PRELIMINARY ADF 2 6-15-2017 PRELIMINARY ADF 1 4/26/2017 PRELIMINARY ADF SCALE: LNT SHEET TITLE: CONCRETE '-- FOUNDATION + (SEE NOTE 3) SINGLETRAP INSTALLATION SPECIFICATIONS SHEET NUMBER: 3.0 [J EP ii DETAIL 6 PANEL CONNECTION ELEVATION VIEW PANEL I' SIDE OF STORMTRAP MODULE MODULE LIFTING DETAIL END PANEL LIFTING DETAIL I I I 1 'I I I I I I I I I I I I I I I END PANEL ERECTION/INSTALLATION NOTES END PANELS WILL BE SUPPLIED TO CLOSE OFF OPEN ENDS OF ROWS. PANELS SHALL BE INSTALLED IN A TILT UP FASHION DIRECTLY ADJACENT TO OPEN END OF MODULE (REFER TO SHEET 2.0 FOR END PANEL LOCATIONS). CONNECTION HOOKS WILL BE SUPPLIED WITH END PANELS TO SECURELY CONNECT PANEL TO ADJACENT STORMTRAP MODULE (SEE PANEL CONNECTION ELEVATION VIEW). ONCE CONNECTION HOOKS ARE ATTACHED, LIFTING CLUTCHES MAY BE REMOVED. JOINT WRAP SHALL BE PLACED AROUND PERIMETER JOINT PANEL (SEE SHEET 3.0). CONNECTION HOOKS PROVIDED BY -. STORMTRAP AND INSTALLED BY - CONTRACTOR (SEE DETAIL 6) HOOK StormTrap1 PATENTS LISTED AT [HTTP://STORMTEAP.COM/PATENTI, 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-53471 ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH-1-4-2 CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: PRELIMINARY REV. DATE: 1 ISSUED FOa:JN 6-21-2017 PRELIMINARY ADF 2 6-15-2017 PRELIMINARY ADF 1 4/26/2017 PRELIMINARY ADF SCALE: NTS SHEET TITLE: SINGLETRAP INSTALLATION SPECIFICATIONS SHEET NUMBER: 3.1 . . . ....... . .. ...... . . .... I I I I I I I I I I I I I ZONE CHART ZONES ZONE DESCRIPTIONS REMARKS #5 (3") STONE AGGREGATE ZONE 1 (OPTIONAL) FOUNDATION AGGREGATE (SEE NOTE 4 FOR DESCRIPTION) #5 AGGREGATE ( ANGULAR ZONE 2 BACKFILL STONE) SEE NOTE 4 FOR FURTHER EXPLANATION ZONE 3 FINAL COVER OVERTOP MATERIALS NOT TO EXCEED 120 PCF STEPPED OR SERRATED AND APPLICABLE OSHA REQUIREMENTS (SEE BACKFILL NOTE 1) THE FILL PLACED OVERTOP THE SYSTEM SHALL BE PLACED AT A MINIMUM OF 6" LIFTS. AT NO TIME SHALL MACHINERY OR VEHICLES GREATER THAN THE DESIGN HS-20 LOADING CRITERIA TRAVEL OVERTOP THE SYSTEM WITHOUT THE MINIMUM DESIGN COVERAGE. IF TRAVEL IS NECESSARY OVERTOP THE SYSTEM PRIOR TO ACHIEVING THE MINIMUM DESIGN COVER, IT MAY BE NECESSARY TO REDUCE THE ULTIMATE LOAD/BURDEN OF THE OPERATING MACHINERY SO AS TO NOT EXCEED THE DESIGN CAPACITY OF THE SYSTEM. IN SOME CASES, IN ORDER TO ACHIEVE REQUIRED COMPACTION, HAND COMPACTION MAY BE NECESSARY IN ORDER NOT TO EXCEED THE ALLOTTED DESIGN LOADING. SEE CHART FOR TRACKED VEHICLE WIDTH AND ALLOWABLE MAXIMUM PRESSURE PER TRACK. FREE DRAINING AGGREGATE - 80% AGGREGATE RETAINED ON SIEVE MAJORITY OF AGGREGATE SIZE BETWEEN '2" AND 1" ONLY 5% OF MATERIAL PASSING #200 SIEVE NO FINES. -... 7.7 i._i_i_ii_i_i_I_i_i i_i__ziII --- -------------- tC J I DD O 1 NTS Ml I I- 1.1 ... .... .. T .. . -. .•.. J...IuIiiiii SINGLET RAP BACKFILL SPECIFICATIONS El lIE lIlliEtUEItEI lJLl ElllEllELiEftEI EIIIE SHEET NUMBER:- BACKFILL DETAIL - - -- - - 4.0 FILL DEPTH MGUND TRACK WIDTH!!PRESSURE 12' ____________ 12" 1 1690 psf 18" 1 1219 psf 124" i 1111 psf 30" 1 1000 psf 36' 924 psf I 2. DURING PLACEMENT OF MATERIAL OVERTOP THE SYSTEM, AT NO TIME SHALL MACHINERY BE USED OVERTOP THAT EXCEEDS THE DESIGN LIMITATIONS OF THE SYSTEM. WHEN PLACEMENT OF MATERIAL OVERTOP, MATERIAL SHALL BE PLACED SUCH THAT THE DIRECTION OF PLACEMENT IS PARALLEL WITH THE OVERALL LONGITUDINAL DIRECTION OF THE SYSTEM WHENEVER POSSIBLE. STORMTRAP ZONE INSTALLATION SPECIFICATIONS/PROCEDURES 1. THE FILL PLACED AROUND THE STORMTRAP MODULES MUST DEPOSITED ON BOTH SIDES AT THE SAME TIME AND TO APPROXIMATELY THE SAME ELEVATION. AT NO TIME SHALL THE FILL BEHIND ONE SIDE WALL BE MORE THAN 2-0' HIGHER THAN THE FILL ON THE OPPOSITE SIDE. BACKFILL SHALL EITHER BE COMPACTED AND/OR VIBRATED TO ENSURE THAT BACKFILL AGGREGATE/STONE MATERIAL IS WELL SEATED AND PROPERLY INTER LOCKED, CARE SHALL BE TAKEN TO PREVENT ANY WEDGING ACTION AGAINST THE STRUCTURE, AND ALL SLOPES WITHIN THE AREA TO BE BACKFILLED MUST BE STEPPED OR SERRATED TO PREVENT WEDGING ACTION. CARE SHALL ALSO BE TAKEN AS NOT TO DISRUPT THE JOINT WRAP FROM THE JOINT DURING THE BACKFILL PROCESS. BACKFILL MATERIAL SHALL BE CLEAN, CRUSHED, ANGULAR No. 5 (A.ASHTO M43) AGGREGATE. IF NATIVE EARTH IS SUSCEPTIBLE TO MIGRATION, CONFIRM WITH GEOTECHNICAL ENGINEER AND PROVIDE PROTECTION AS REQUIRED (PROVIDED BY OTHERS). GEOFABRIC/GEOTEXTILE IF REQUIRED BY GEOTECHNICAL ENGINEER (SEE NOTE 1) ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH-1-4-2 CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: PRELIMINARY 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-53471 StormTra p AT-ENT, S UST ED AT IHTTP//STCSMTRAP.CO.'VPA7EN11 EVDAT ISSUED FOR:N BY 6-21-2017 PRELIMINARY ADF 2 6-15-2017 PRELIMINARY ADF 1 4/26/2017 PRELIMINARY ADF RECOMMENDED ACCESS OPENING SPECIFICATION A TYPICAL ACCESS OPENING FOR THE STORMTRAP SYSTEM ARE 2-0' IN DIAMETER. ACCESS OPENINGS LARGER THAN 3-0" IN DIAMETER NEED TO BE APPROVED BY STORMTRAP. ALL OPENINGS MUST RETAIN AT LEAST 1-0 OF CLEARANCE FROM THE END OF THE STORMTRAP MODULE UNLESS NOTED OTHERWISE. ALL ACCESS OPENINGS TO BE LOCATED ON INSIDE LEG UNLESS OTHERWISE SPECIFIED. PLASTIC COATED STEEL STEPS PRODUCED BY M.A. INDUSTRIES PART #PS3-PFC OR APPROVED EQUAL (SEE STEP DETAIL) ARE PROVIDED INSIDE ANY MODULE WHERE DEEMED NECESSARY. THE HIGHEST STEP IN THE MODULE IS TO BE PLACED A DISTANCE OF 1-0' FROM THE INSIDE EDGE OF THE STORMTRAP MODULES. ALL ENSUING STEPS SHALL BE PLACED WITH A MAXIMUM DISTANCE OF 1-4" BETWEEN THEM. STEPS MAY BE MOVED OR ALTERED TO AVOID OPENINGS OR OTHER IRREGULARITIES IN THE MODULE. STORMTRAP LIFTING INSERTS MAY BE RELOCATED TO AVOID INTERFERENCE WITH ACCESS OPENINGS OR THE CENTER OF GRAVITY OF THE MODULE AS NEEDED. HIGH STRENGTH, NON-SHRINK GROUT STORMTRAP ACCESS OPENINGS MAY BE RELOCATED TO AVOID INTERFERENCE WITH HIGH STRENGTH INLET AND/OR OUTLET PIPE OPENINGS SO PLACEMENT OF STEPS IS ATTAINABLE. NON-SHRINK GROUT / ACCESS OPENINGS SHOULD BE LOCATED IN ORDER TO MEET THE APPROPRIATE MUNICIPAL REQUIREMENTS. STORMTRAP RECOMMENDS AT LEAST TWO ACCESS OPENINGS PER SYSTEM FOR ACCESS AND INSPECTION. CONCRETE FOUNDATION USE PRECAST ADJUSTING RINGS AS NEEDED TO MEET GRADE. STORMTRAP RECOMMENDS FOR COVER OVER 2 TO USE PRECAST BARREL OR .CONE INSPECTIONS. (PROVIDED BY OTHERS) RECOMMENDED PIPE OPENING SPECIFICATION MINIMUM EDGE DISTANCE FOR AN OPENING ON THE OUTSIDE WALL SHALL BE NO LESS THAN 1-0". - MAXIMUM OPENING SIZE TO BE DETERMINED BY THE MODULE HEIGHT. PREFERRED OPENING SIZE 0 36' OR LESS. ANY OPENING NEEDED THAT DOES NOT FIT THIS CRITERIA SHALL BE BROUGHT TO THE ATTENTION OF STORMTRAP FOR REVIEW. CONNECTING PIPES SHALL BE INSTALLED WITH A 1-0' CONCRETE COLLAR, AND AN AGGREGATE CRADLE FOR AT LEAST ONE PIPE LENGTH (SEE PIPE CONNECTION DETAIL). A STRUCTURAL GRADE CONCRETE OR HIGH STRENGTH, NON-SHRINK GROUT WITH A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI SHALL BE USED. THE ANNULAR SPACE BETWEEN THE PIPE AND THE HOLE SHALL BE FILLED WITH HIGH STRENGTH NON-SHRINK GROUT. . HIGH STRENGTH, NON-SHRINK GROUT RECOMMENDED PIPE CONCRETE FOUNDATION INSTALLATION INSTRUCTIONS CLEAN AND LIGHTLY LUBRICATE ALL OF THE PIPE TO BE INSERTED INTO STORMTRAP. IF PIPE IS CUT, CARE SHOULD BE TAKEN TO ALLOW NO SHARP-EDGES. BEVEL AND LUBRICATE LEAD END OF PIPE. ALIGN CENTER OF PIPE TO CORRECT ELEVATION AND INSERT INTO OPENING. - I NOTE: ALL ANCILLARY PRODUCTS/SPECIFICATIONS RECOMMENDED AND SHOWN ON THIS SHEET ARE RECOMMENDATIONS ONLY AND SUBJECT TO CHANGE PER THE INSTALLING CONTRACTOR AND/OR PER LOCAL MUNICIPAL CODE/REQUIREMENTS. 1 I I I I I I I I I I 1-1 I I I I I PRECAST CONCRETE ADJUSTING RINGS, - FRAME & COVER AS BARREL OR CONE SECTIONS AS NEEDED / SPECIFIED BY ENGINEER SEE RECOMMENDED ACCESS OPENING / (SUPPLIED BY OTHERS) SPECIFICATION NOTE 6. (SUPPLIED BY OTHERS) - NON-SHRINK GROUT -.. -- WALL OF STORMTRAP r 10" x 1'0" CONCRETE COLLAR ,- INLET/OUTLET PIPE / AGGREGATE CRADLE -. - RISER STAIR DETAIL C' WALL OF STORMTRAP r- .i"O' X 1'13" CONCRETE COLLAR MEETS: ,- INLET/OUTLET PIPE OPSS 1351.08.02 / . 1 3/16" BNQ - AGGREGATE CRADLE R ASTM D410195b -- ........... ' /.................... AASHTO M-199 ASTM 4A-15 AMR 6 0 - 1,-5 1/2" ft----lo 1/2' IF A PIPE IS PROPOSED AT THE SYSTEM INVERT, NOTCH PIPE TO 1-4 3/4" ALLOW PIPE INVERT TO MEET - SYSTEM INVERT PIPE CONNECTION DETAIL STEP DETAIL StormTrap PATENTS LISTED AT ['.TTPJ/ST0RMTRAP.00M/PATEN1], 1287WINDHAM PARKWAY ROMEO VILLE, IL 60446 P:815-941-4549 / F:331-318-5347 ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH-1-4-2 - CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: PRELIMINARY 1REV. DATE: ISSUED 6-21-2017 PRELIMINARY ADF 2 6-15-2017 PRELIMINARY ADF 1 4/26/20171 PRELIMINARY ADF SCALE: NTS — SHEET TITLE: -- RECOMMENDED PIPE / ACCESS OPENING SPECIFICATIONS SHEET NUMBER: : _ 5.0 TYPE IV NOTES: OPENING LOCATIONS AND SHAPES MAY VARY. SP - INDICATES A MODULE WITH MODIFICATIONS. P - INDICATES A MODULE WITH A PANEL ATTACHMENT. POCKET WINDOW OPENINGS ARE OPTIONAL. I PATENTS USTEO AT (HTTP/ISTORMTRAP.COM/PATENTJ 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5347 ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH-1-4-2 CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 .... ISSUED FOR: PRELIMINARY TYPE I Stor, Trap® MODULAR CONCRETE STORM WATER MANAGEMENT SHEET INDEX PAGE DESCRIPTION 0.0 COVER SHEET 1.0 SINGLETRAP DESIGN CRITERIA 20 SINGLETRAP SYSTEM LAYOUT 2.1 SINGLETRAP FOUNDATION LAYOUT 3.0 SINGLETRAP INSTALLATION SPECIFICATIONS 3.1 SINGLETRAP INSTALLATION SPECIFICATIONS 4.0 SINGLETRAP BACKFILL SPECIFICATIONS 5.0 RECOMMENDED PIPE /ACCESS OPENING SPECIFICATIONS 6.0 SINGLETRAP MODULE TYPES StormTrapo PATENTS LISTED AT [HTTF//STORMTRAP.COMJPATENI1 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5347 ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD BRESSI RANCH - 2-5-8 CARLSBAD, CA. SAN U1U, CA 92110 STORMTRAP CONTACT INFORMATION 619-291-0707 - PROJECT INFORMATION: STORM TRAP SUPPLIER: STORMTRAP CONTACT NAME: CHARLIE CARTER BRESSI RANCH CELL PHONE: 760-212-5628 SALES EMAIL: CCARTER@STORMTRAP.COM CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: PRELIMINARY DATE: 'ISSUED FOR: 6-21-2017 PRELIMINARY ADF 2 1 6-13-2017 PRELIMINARY. ADF 1 i; 4/26/2017 PRELIMINARY ADF SCALE: NTS SHEET TITLE: COVER SHEET SHEET NUMBER: __ o s o SITE SPECIFIC DESIGN CRITERIA STORMTRAP MODULES SHALL BE MANUFACTURED AND INSTALLED ACCORDING TO SHOP DRAWINGS APPROVED BY THE INSTALLING CONTRACTOR AND ENGINEER OF RECORD, THE SHOP DRAWINGS SHALL INDICATE SIZE AND LOCATION OF ROOF OPENINGS AND INLET/ OUTLET PIPE TYPES, SIZES, INVERT ELEVATIONS AND SIZE OF OPENINGS. COVER RANGE: MIN. 2.97' MAX. 5.97' (CONSULT STORMTRAP FOR ADDITIONAL COVER OPTIONS). ALL DIMENSIONS AND SOIL CONDITIONS, INCLUDING BUT NOT LIMITED TO GROUNDWATER AND SOIL BEARING CAPACITY ARE REQUIRED TO BE VERIFIED IN THE FIELD BY OTHERS PRIOR TO STORMTRAP INSTALLATION. FOR STRUCTURAL CALCULATIONS THE GROUND WATER TABLE IS ASSUMED TO BE BELOW THE SYSTEM INVERT. IF WATER TABLE IS DIFFERENT THAN ASSUMED, CONTACT STORMTRAP. c ALLOWABLE MAX GRADE = 422.00 ALLOWABLE MIN GRADE 419.00 = 415,53 StormTrap° PATENTS LISTED AT IHTTP//STORMTRAP.COM/PATENfl 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5347 ENGINEER INFORMATION: - RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: PRELIMINARY REV DATE: ISSUED FOR: 6-21-2017 PRELIMINARY ADF STRUCTURAL DESIGN LOADING CRITERIA STORMTRAP SYSTEM INFORMATION WATER STORAGE REQD: 29,770.00 CUBIC FEET LIVE LOADING: AASHTO HS-20 HIGHWAY LOADING WATER STORAGE PROV: 29,839.87 CUBIC FEET GROUND WATER TABLE: BELOW INVERT OF SYSTEM UNIT HEADROOM: 5-8' SINGLETRAP SOIL BEARING PRESSURE: 3000 PSF UNIT QUANTITY: 50 TOTAL PIECES SOIL DENSITY: 120 PCF EQUIVALENT UNSATURATED LATERAL ACTIVE EARTH PRESSURE: 35 PSF / FT. EQUIVALENT SATURATED LATERAL ACTIVE EARTH PRESSURE: 80 PSF/FT. (IF WATER TABLE PRESENT) APPLICABLE CODES: AASHTO ACI-318 BACKFILL TYPE: ' STONE AGGREGATE SEE SHEET 4.0 FOR BACKFILL \\ .L_ ------------ SPECIFICATIONS 2.97'[_____________________-_ 2 6-13-2017 PRELIMINARY ADF 1 4/26/2017 PRELIMINARY ADF 5-8" SINGLETRAP -SYSTEM INVERT = 409.86 SEE SHEET 2.1 FOR DETAILS SCALE: SHEET TITLE: SINGLETRAP DESIGN CRITERIA I I 1'-O" MIN. REINFORCED CONCRETE FOUNDATION FOR STORMTRAP SYSTEM (SEE SHEET 2.1 FOR DETAILS) 5'-8 SINGLETRAP SHEET NUMBER: No QTY. UNIT TYPE DESCRIPTION WEIGHT 29 I 5-8" SINGLETRAP 15900 0 II 5-8" SINGLETRAP 18762 15 III 15-8" SINGLETRAP 16254 2 IV 5-8" SINGLETRAP 17685 VII 4 SPIV 5 PANEL 5-8" SINGLETRAP 16601 j.8" SINGLETRAP VARIES 1 6" THICK PANELS 3066 10 i )OINTWRAP 1 150 PER ROLL 14.5' PER ROLL 32 !JOINTTAPEI NCTf,I r'orrDTA IJL.JS¼I ¼..T'..L I LI'.lfl ALLOWABLE MAX GRADE = 422.00 ALLOWABLE MIN GRADE = 419.00 INSIDE HEIGHT ELEVATION = 415.53 SYSTEM INVERT = 409.86 STORMTRAP VOLUME = 29,839.87 C.F. NOTES: DIMENSIONING OF STORMTRAP SYSTEM SHOWN BELOW ALLOW FOR A 3/4" GAP RTtA!N EACH MODULE ENGINEER INFORMATION: ALL DIMENSIONS TO BE VERIFIED IN THE FIELD BY OTHERS. - RICK ENGINEERING SEE SHEET 3.0 FOR INSTALLATION SPECIFICATIONS, COMPANY SP - INDICATES A MODULE WITH MODIFICATIONS. 5620 FRIARS ROAD P - INDICATES A MODULE WITH A PANE!.. ATTACHMENT. SAN DIEGO, CA 92110 CONTRACTORS RESPONSIBILITY TO ENSURE CO NSISTE NCY/ACCU RACY TO FINAL 619-291-0707 ENGINEER OF RECORD PLAN SET. PROJECT INFORMATION: BRESSI RANCH I 1 2 3 4._5 1O5'-8" I . ,._016" OPENING OR CARLSBAD, CA ..z" PVC 0 . PI E CURRENT ISSUE DATE: I 6-21-2017 2'— 3 "/ITH STEPS* I ' ISSUED FOR. '-.,..I 1•' II III III III I 13-0" PRELIMINARY I 038 OPENING FOR r iNV 42 37'— 11 OPENING FOR F I I E8 / ftJV= 4.07 C.i'IO ?.i 01,,",1r.r 60' X 47" ELLIPTICAL - PiV0 - t F c6H1PP1 I I I I 0 1 I-'sPIvP Fl I c -O .1r1 I FtII " Jill C 8 - 7'— 43 I OPEINING FOR 24 —±5-4 39 4 OPENING, F¼,R 1 0 P I-\ N FOR 12 'i(" PIPF 12 0v H L 02.95"OHFI _. I RESTRICTOR PLATE I IN = I - - - -----5-- ----5----- - __ - - EV DATE: ISSUED FOR:DWN A'. 6-21-2017 1 PRELIMINARY ADF 2 6-13-2017 PRELIMINARY ADF 1 4/26/2017 PRELIMINARY ADF SCALE: NTS SHEET TITLE: SINGLETRAP SYSTEM LAYOUT SHEET NUMBER: 2.0 StormTrap° PATENTS LISTED AT IUTTP//SrORMTRAP.COPIJPATENTI 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5347 I I I 1 I I I I . I I I I I MAXIMUM SYSTEM SLAB THICKNESS CONCRETE STRENGTHCOVER (BOTH DIRECTIONS) 6" - 12' 0-8' 4000 PSI #4 © 18' O.C. >1-0' - 2-0'0'-8" >2-0" - 3-0" 0-8" 4000 PSI #4 © 16' O.C. >3-0" - 4-0' 0-8' 4000 PI #4 © 12" O.C. >4-0" - 5-0' 0-8" 4000 PSI #4 © 12" O.C. >5-0" - 6-0" 0-8' 4000 PSI #5 © 18" O.C. 4000 PSI #5 © 16' O.C. >6-0' -7-0° O-8"____ >7-0" - 81-01,0-9" >8-0" - 9-0"_— 0-10' --------------4000 PSI 4000 PSI --#5@i6"O.! #5 © 12" O.C. >9-0" - 10-0" 0-10" 4000 PSI #5 @ 12" O.C. 4500 PSI #5 @ 12" O.C. 107-8 6 4 J. 44 4 49 57 —82 4 4 4 4 a S • 4. a 41 4 I 4 1 - .; .... .. .. qA 4 1' 92'-32 -L 15'-4" - TOP OF FOUNDATION -- CONTROL JOINT TO BE CUT INTO SLAB WITHIN 8 HOURS AFTER SLAB IS POURED SLAB THICKNESS - NOTES: CONCRETE STRENGTH © 28 DAYS, 5%-8% ENTRAINED AIR, 4" MAX. SLUMP. NET ALLOWABLE SOIL PRESSURE AS INDICATED ON SHEET 1.0: PAD REINFORCEMENT SOIL CONDITIONS TO BE VERIFIED ON SITE BY OTHERS. CONTROL JOINT DETAIL REBAR: ASTM A-615 GRADE 60. BLACK BAR. S. DIMENSION OF FOUNDATION MUST HAVE 1-0' OVERHANG BEYOND EXTERNAL FACE OF MODULE. DIMENSION OF STORMTR.AP SYSTEM ALLOW FOR A 3/4' GAP BETWEEN EACH MODULE. . TOP OF FOUNDATION ALL DIMENSIONS TO BE VERIFIED IN THE FIELD BY OTHERS. THE CONTROL JOINTS SHALL BE BETWEEN (IF REQUIRED BY ENGINEER OF RECORD) 16-0' TO 24-0' MAX APART. SLAB THICKNESS REBAR PLACED IN SEE SHEET 3.0 FOR INSTALLATION SPECIFICATIONS. CENTER OF SLAB STORMTRAP FOUNDATION DETAIL ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: E PRELIMINARY J REV. DATE: ISSUED FOR: BY- 2 6-21-2017 1 PRELIMINARY ADF 6-13-2017 i PRELIMINARY ADF 1 4/26/2017 PRELIMINARY ADF SCALE: -------- NTS SHEET TITLE: SINGLETRAP FOUNDATION LAYOUT SHEET NUMBER: 2.1. I I I I I I STORMTRAP INSTALLATION SPECIFICATIONS STORMTRAP SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C891, STANDARD FOR INSTALLATION OF UNDERGROUND PRECAST CONCRETE UTILITY STRUCTURES, THE FOLLOWING ADDITIONS AND/OR EXCEPTIONS SHALL APPLY: IT IS THE RESPONSIBILITY OF THE INSTALLING CONTRACTOR TO ENSURE THAT PROPER/ADEQUATE EQUIPMENT IS USED TO SET/INSTALL THE MODULES. I LI rr - REV. DATE: ISSUED FOR: BY: 6-21-2017 1 PRELIMINARY 1 ADF 2 6-13-2017 PRELIMINARY ADF 1 4/26/2017 PRELIMINARY AOF SCALE: NTS -SHEET TITLE: CONCRETE FOUNDATION (SEE NOTE 3) SINGLETRAP INSTALLATION SPECIFICATIONS SHEET NUMBER: -3.0 StormTrap° PATENTS LISTED AT 1UTP//STORHTRAP.COMJPATENT11 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5347 ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: PRELIMINARY 1" Ø JOINT TAPE AROUND THE PE OF THE SYST (SEE OPTIONAL STONE (FOR LEVELING) - 1 IDETAIL 2I DETAIL 1 8' WIDE JOINT WRAP (SEE NOTE 7) 1 I Li H I I U I I I Li I P L I I STORMTRAP MODULES SHALL BE PLACED ON A LEVEL CONCRETE FOUNDATION (SEE SHEET 2.1) WITH A 1-0' OVERHANG ON ALL SIDES THAT SHALL BE POURED IN PLACE BY INSTALLING CONTRACTOR. A QUALIFIED GEOTECHNICAL ENGINEER WILL BE EMPLOYED, BY OWNER, TO PROVIDE ASSISTANCE IN EVALUATING THE EXISTING SOIL CONDITIONS. TO ENSURE THAT HE SOIL BEARING PRESSURE MEET OR EXCEED THE STRUCTURAL DESIGN LOADING CRITERIA AS SPECIFIED ON SHEET 1.0. THE STORMTRAP MODULES SHALL BE PLACED SUCH THAT THE MAXIMUM SPACE BETWEEN ADJACENT MODULES DOES NOT EXCEED " (SEE DETAIL 2). IF THE SPACE EXCEEDS i", THE MODULES SHALL BE RESET WITH APPROPRIATE ADJUSTMENT MADE TO LINE AND GRADE TO BRING THE SPACE INTO SPECIFICATION. - STORMTRAP MODULES ARE NOT WATERTIGHT. IF A WATERTIGHT SOLUTION IS REQUIRED, CONTACT STORMTRAP FOR RECOMMENDATIONS. THE WATERTIGHT APPLICATION IS TO BE PROVIDED AND IMPLEMENTED BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THE SELECTED WATERTIGHT SOLUTION PERFORMS AS SPECIFIED BY THE MANUFACTURER. THE PERIMETER HORIZONTAL JOINT BETWEEN THE STORMTRAP MODULES AND THE CONCRETE FOUNDATION SHALL BE SEALED TO THE FOUNDATION WITH PRE-FORMED MASTIC JOINT SEALER ACCORDING TO ASTM C891, 8.8 AND 8.12 (SEE DETAIL 1). THE MASTIC JOINT TAPE DOES NOT PROVIDE A WATERTIGHT SEAL. THE SOLE PURPOSE OF THE JOINT TAPE IS TO PROVIDE A SILT AND SOIL TIGHT SYSTEM. ALL EXTERIOR JOINTS BETWEEN ADJACENT STORMTRAP MODULES SHALL BE SEALED WITH 8' WIDE PRE-FORMED, COLD-APPLIED,- SELF-ADHERING ELASTOMERIC RESIN, BONDED TO A WOVEN , HIGHLY PUNCTURE RESISTANT POLYMER WRAP, CONFORMING TO ASTM C891 AND SHALL BE INTEGRATED WITH PRIMER SEALANT AS APPROVED BY STORMTRAP (SEE DETAILS 3 & 4). THE JOINT WRAP DOES NOT PROVIDE A WATERTIGHT SEAL. THE SOLE PURPOSE OF THE JOINT WRAP IS TO PROVIDE A SILT AND SOIL TIGHT SYSTEM. THE ADHESIVE EXTERIOR JOINT WRAP SHALL BE INSTALLED ACCORDING TO THE FOLLOWING INSTALLATION INSTRUCTIONS: 7.1. USE A BRUSH OR WET CLOTH TO THOROUGHLY CLEAN THE OUTSIDE SURFACE AT THE POINT WHERE JOINT WRAP IS TO BE APPLIED. 7.2. A RELEASE PAPER PROTECTS THE ADHESIVE SIDE OF THE JOINT WRAP, PLACE THE ADHESIVE TAPE (ADHESIVE SIDE DOWN) AROUND THE STRUCTURE, REMOVING THE RELEASE PAPER AS YOU GO. PRESS THE JOINT WRAP FIRMLY AGAINST THE STORMTRAP MODULE SURFACE WHEN APPLYING. IF THE CONTRACTOR NEEDS TO CANCEL ANY SHIPMENTS, THEY MUST DO S048 HOURS PRIOR TO THEIR SCHEDULED ARRIVAL AT THE JOB SITE. IF CANCELED AFTER THAT TIME, PLEASE CONTACT THE PROJECT MANAGER. IF THE STORMTRAP MODULE(S) IS DAMAGED IN ANY WAY PRIOR, DURING, OR AFTER INSTALL, STORMTRAP MUST BE CONTACTED IMMEDIATELY TO ASSESS THE DAMAGE AND DETERMINE WHETHER OR NOT THE MODULE(S) WILL NEED TO BE REPLACED. IF ANY MODULE ARRIVES AT THE JOBSITE DAMAGED DO NOT UNLOAD IT; CONTACT STORMTRAP IMMEDIATELY. ANY DAMAGE NOT REPORTED BEFORE THE TRUCK IS UNLOADED WILL BE THE CONTRACTOR'S RESPONSIBILITY. STORMTRAP MODULES CANNOT BE ALTERED IN ANY WAY AFTER MANUFACTURING WITHOUT WRITTEN CONSENT FROM STORMTRAP. a VVLL)t Juir. I vvrc. (SEE NOTE TOP OF STORMTRAP I _____ _______ _____ ____--- -- --•----•------------•----------- - END PANEL LIFTING DETAIL END PANEL ERECTION/INSTALLATION NOTES END PANELS WILL BE SUPPLIED TO CLOSE OFF OPEN ENDS OF ROWS. PANELS SHALL BE INSTALLED IN A TILT UP FASHION DIRECTLY ADJACENT TO OPEN END OF MODULE (REFER TO SHEET 2.0 FOR END PANEL LOCATIONS). CONNECTION HOOKS WILL BE SUPPLIED WITH END PANELS TO SECURELY CONNECT PANEL TO ADJACENT STORMTR.AP MODULE (SEE PANEL CONNECTION ELEVATION VIEW). ONCE CONNECTION HOOKS ARE ATTACHED, LIFTING CLUTCHES MAY BE REMOVED. JOINT WRAP SHALL BE PLACED AROUND PERIMETER JOINT PANEL (SEE SHEET 3.0). MODULE LIFTING DETAIL J-STEP-f ) [F-E1• DETAIL 6] PANEL CONNECTION ELEVATION VIEW SIDE OF STORMTRAP MODULE CONNECTION HOOKS PROVIDED BY - STORMTRAP AND INSTALLED BY \ CONTRACTOR (SEE DETAIL 6) '\ HOOK PANEL StormTrape PATENTS US--D Al: [HTlP:IISTORMTRAP.COWPATENTI 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5347 ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED. FOR: PRELIMINARY REV.DATE: !IS SUED ji 41 6-21-2017 i PRELIMINARY ADE 2 6-13-2017 PRELIMINARY ADF 1 4/26/2017 PRELIMINARY ADF NTS SHEET TITLE: SINGLETRAP INSTALLATION SPECIFICATIONS SHEET NUMBER: 3.1 ZONE CHART ZONES ZONE DESCRIPTIONS REMARKS #5 () STONE AGGREGATE 'ZONE 1 (OPTIONAL) FOUNDATION AGGREGATE i (SEE NOTE 4 FOR DESCRIPTION) #5 AGGREGATE (' ANGULAR ZONE 2 BACKFILL STONE) SEE NOTE 4 FOR FURTHER EXPLANATION ZONE 3 FINAL COVER OVERTOP MATERIALS NOT TO EXCEED 120 PCF FILL DEPTH TRACK WIDTH: STORMTRAP ZONE INSTALLATION SPECIFICATIONS/PROCEDURES PRESSURE 12" 1690 psf 18' 1219 psf THE FILL PLACED AROUND THE STORMTR.AP MODULES MUST DEPOSITED ON BOTH SIDES AT THE 12" 24" 1111 psf i SAME TIME AND TO APPROXIMATELY THE SAME ELEVATION. AT NO TIME SHALL THE FILL BEHIND ONE 30" 1000 sf p SIDE WALL BE MORE THAN 2-0" HIGHER THAN THE FILL ON THE OPPOSITE SIDE. BACKFILL SHALL 36" 924 PS I EITHER BE COMPACTED AND/OR VIBRATED TO ENSURE THAT BACKFILL AGGREGATE/STONE MATERIAL ' IS WELL SEATED AND PROPERLY INTER LOCKED. CARE SHALL BE TAKEN TO PREVENT ANY WEDGING ACTION AGAINST THE STRUCTURE, AND ALL SLOPES WITHIN THE AREA TO BE BACKFILLED MUST BE STEPPED OR SERRATED TO PREVENT WEDGING ACTION, CARE SHALL ALSO BE TAKEN AS NOT TO DISRUPT THE JOINT WRAP FROM THE JOINT DURING THE BACKFILL PROCESS. BACKFILL MATERIAL SHALL BE CLEAN, CRUSHED, ANGULAR No. 5 (AASHTO M43) AGGREGATE. IF NATIVE EARTH IS SUSCEPTIBLE TO MIGRATION, CONFIRM WITH GEOTECHNICAL ENGINEER AND PROVIDE PROTECTION AS REQUIRED (PROVIDED BY OTHERS). DURING PLACEMENT OF MATERIAL OVERTOP THE SYSTEM, AT NO TIME SHALL MACHINERY BE USED OVERTOP THAT EXCEEDS THE DESIGN LIMITATIONS OF THE SYSTEM. WHEN PLACEMENT OF MATERIAL OVERTOP, MATERIAL SHALL BE PLACED SUCH THAT THE DIRECTION OF PLACEMENT IS PARALLEL WITH THE OVERALL LONGITUDINAL DIRECTION OF THE SYSTEM WHENEVER POSSIBLE. THE FILL PLACED OVERTOP THE SYSTEM SHALL BE PLACED AT A MINIMUM OF 6' LIFTS. AT NO TIME SHALL MACHINERY OR VEHICLES GREATER THAN THE DESIGN HS-20 LOADING CRITERIA TRAVEL OVERTOP THE SYSTEM WITHOUT THE MINIMUM DESIGN COVERAGE. IF TRAVEL IS NECESSARY OVERTOP THE SYSTEM PRIOR TO ACHIEVING THE MINIMUM DESIGN COVER, IT MAY BE NECESSARY TO REDUCE THE ULTIMATE LOAD/BURDEN OF THE OPERATING MACHINERY SO AS TO NOT EXCEED THE DESIGN CAPACITY OF THE SYSTEM. IN SOME CASES, IN ORDER TO-ACHIEVE REQUIRED COMPACTION, HAND COMPACTION MAY BE NECESSARY IN ORDER NOT TO EXCEED THE ALLOTTED DESIGN LOADING. SEE CHART FOR TRACKED VEHICLE WIDTH AND ALLOWABLE MAXIMUM PRESSURE PER TRACK. , FREE DRAINING AGGREGATE - 80% AGGREGATE RETAINED ON ' SIEVE MAJORITY OF AGGREGATE SIZE BETWEEN ' AND 1' ONLY 50% OF MATERIAL PASSING #200 SIEVE NO FINES. StormTrap PATENTS LISTO AT: (1TTP://STOMTRAP.COM/PATENfl 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5 ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH CARLSBAD, CA CURRENT ISSUE DATE: L 6-21-2017 ISSUED FOR: V T PRELIMINARY I ( GEOFABRIC/GEOTEXTILE-, / IF REQUIRED BY GEOTECHNICAL \ ' ENGINEER (SEE NOTE ) -'-"---V ----------------------------. ---------------____'----'. GEOFABRIC/GEOTEXTILE IF REQUIRED BY GEOTECHNICAL ENGINEER (SEE NOTE 1) DATE: ISSUED FOR; BY: 6-21-2017 PRELIMINARY ADF 2 6-13-2017 PRELIMINARY ADF 1 4/26/2017 V PRELIMINARY V ADF STEPPED OR SERRATED AND APPLICABLE OSHA REQUIREMENTS (SEE BACKFILL NOTE 1) . .. . -. •...... .' : . . .• . .....'.: .. .' ' .. .... -. . .: & -. .-. BACKFILL DETAIL NTS SHEET TITLE: SPECIFICATIONS BACKFILL SHEET NUMBER: 4mO I RECOMMENDED ACCESS OPENING SPECIFICATION A TYPICAL ACCESS OPENING FOR THE STORMTRAP SYSTEM ARE 2-0 IN DIAMETER. ACCESS OPENINGS LARGER THAN 3-0" IN DIAMETER NEED TO BE APPROVED BY STORMTRAP. ALL OPENINGS MUST RETAIN AT LEAST 1-0" OF CLEARANCE FROM THE END OF THE STORMTRAP MODULE UNLESS NOTED OTHERWISE, ALL ACCESS OPENINGS TO BE LOCATED ON INSIDE LEG UNLESS OTHERWISE SPECIFIED. PLASTIC COATED STEEL STEPS PRODUCED BY M.A. INDUSTRIES PART #P53-PFC OR APPROVED EQUAL (SEE STEP DETAIL) ARE PROVIDED INSIDE ANY MODULE WHERE DEEMED NECESSARY. THE HIGHEST STEP IN THE MODULE IS TO BE PLACED A DISTANCE OF 1-0" FROM THE INSIDE EDGE OF THE STORMTRAP MODULES. ALL ENSUING STEPS SHALL BE PLACED WITH A MAXIMUM DISTANCE OF 1-4" BETWEEN THEM. STEPS MAY BE MOVED OR ALTERED TO AVOID OPENINGS OR OTHER IRREGULARITIES IN THE MODULE. STORMTRAP LIFTING INSERTS MAY BE RELOCATED TO AVOID INTERFERENCE WITH ACCESS OPENINGS OR THE CENTER OF GRAVITY OF THE MODULE AS NEEDED. STORMTRAP ACCESS OPENINGS MAY BE RELOCATED TO AVOID INTERFERENCE WITH INLET AND/OR OUTLET PIPE OPENINGS SO PLACEMENT OF STEPS IS ATTAINABLE. S. ACCESS OPENINGS SHOULD BE LOCATED IN ORDER TO MEET THE APPROPRIATE MUNICIPAL REQUIREMENTS. STORMTRAP RECOMMENDS AT LEAST TWO ACCESS OPENINGS PER SYSTEM FOR ACCESS AND INSPECTION. 6. USE PRECAST ADJUSTING RINGS AS NEEDED TO MEET GRADE. STORMTRAP RECOMMENDS FOR COVER OVER 2' TO USE PRECAST BARREL OR CONE INSPECTIONS. (PROVIDED BY OTHERS) RECOMMENDED PIPE OPENING SPECIFICATION MINIMUM EDGE DISTANCE FOR AN OPENING ON THE OUTSIDE WALL SHALL BE NO LESS THAN 1-0. MAXIMUM OPENING SIZE TO BE DETERMINED BY THE MODULE HEIGHT. PREFERRED OPENING SIZE 0 36' OR LESS. ANY OPENING NEEDED THAT DOES NOT FIT THIS CRITERIA SHALL BE BROUGHT TO THE ATTENTION OF STORMTRAP FOR REVIEW. CONNECTING PIPES SHALL BE INSTALLED WITH A 1-0" CONCRETE COLLAR, AND AN AGGREGATE CRADLE FOR AT LEAST ONE PIPE LENGTH (SEE PIPE CONNECTION DETAIL). A STRUCTURAL GRADE CONCRETE OR HIGH STRENGTH, NON-SHRINK GROUT WITH A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI SHALL BE USED. THE ANNULAR SPACE BETWEEN THE PIPE AND THE HOLE SHALL BE FILLED WITH HIGH S RENGTh NON-SHRINK GROUT. RECOMMENDED PIPE INSTALLATION INSTRUCTIONS CLEAN AND LIGHTLY LUBRICATE ALL OF THE PIPE TO BE INSERTED INTO STORMTRAP. IF PIPE IS CUT, CARE SHOULD BE TAKEN TO ALLOW NO SHARP EDGES. BEVEL AND LUBRICATE LEAD END OF PIPE. ALIGN CENTER OF PIPE TO CORRECT ELEVATION AND INSERT INTO OPENING. NOTE: ALL ANCILLARY PRODUCTS/SPECIFICATIONS RECOMMENDED AND SHOWN ON THIS SHEET ARE RECOMMENDATIONS ONLY AND SUBJECT TO CHANGE PER THE INSTALLING CONTRACTOR AND/OR PER LOCAL MUNICIPAL CODE/REQUIREMENTS. PRECAST CONCRETE ADJUSTING RINGS, ,- FRAME & COVER AS BARREL OR CONE SECTIONS AS NEEDED SPECIFIED BY ENGINEER SEE RECOMMENDED ACCESS SPECIFICATION NOTE 6. (SUPPLIED BY OPENING (SUPPLIED BY OTHERS) NON SHRINK GROUT, WALL OF STORMTRAP I / - 1-0' x 1-0" CONCRETE COLLAR 1'- HIGH STRENGTH, -.-._______________ 1/ / NON-SHRINK GROUT ,- INLET/OUTLET PIPE NON SHRINK GROUT - 1 - AGGREGATE CRADLE CONCRETE FOUNDATION J RISER I STAIR DETAIL WALL OF STORMTRAP r l'-O" x 1-0" CONCRETE COLLAR HIGH STRENGTH, -... - / 1-4" MEETS: NON-SHRINK GROUT ,- INLET/OUTLET PIPE . OPSS 1351.08.02 BNQ I / AGGREGATE CRADLE --------1 3/16' IN ASTM C-478.95a CONCRETE FOUNDATION - - - ASTM D4-101.95b , AASHTOM-199 r fi ASTM 4A-15 I 1-5 1/2" F-.-----10 1/2' IF A PIPE IS PROPOSED AT THE SYSTEM INVERT, NOTCH PIPE TO 1-4 3/4' (-7' ALLOW PIPE INVERT TO MEET - SYSTEM INVERT I DIIIIIT Tc;' PIPE CONNECTION DETAIL STEP DETAIL StormTrap PATENTS LISTED AT (NTTP//ST0SMTRAPC0M/PATEN1] 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5347 ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: PRELIMINARY REV. DATE: ISSUED FOR :IN A". 6-21-2017 PRELIMINARY ADF 11 2 6-13-20171 PRELIMINARY ADF 1 4/26/2017 PRELIMINARY ADF SCALE: NTS SHEET TITLE: RECOMMENDED PIPE / ACCESS OPENING SPECIFICATIONS SHEET NUMBER: 5.0 I I I I I I I I I I 1 I I I I __ ------------------------------------------------------- ------------------------------ -------------., I I I I I I .. I I I I I I NOTES: I i. OPENING LOCATIONS AND SHAPES MAY VARY. 2. SP - INDICATES A MODULE WITH MODIFICATIONS. 3.p - INDICATES A MODULE WITH A PANEL ATTACHMENT. 4. POCKET WINDOW OPENINGS ARE OPTIONAL. I TYPEIV TYPE I TYPE iii: \' TYPE IV END PANEL StormTrapol PATENTS USTED AT: [HTrP://STORMTRAPCOM/PATENT]I 1287 WINOHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5347 ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 j ISSUED FOR: F LI PREMINARY .............. . . .. ....... REV. DATE: ISSUED FOR: BY: 6-21-2017 PRELIMINARY ADF 2 6-13-2017 PRELIMINARY ADF 1 4/26/2017 PRELIMINARY ADF SCALE: NTS SHEET TITLE: SINGLETRAP MODULE TYPES SHEET NUMBER: 6.0 C- stoimr Trap (1) MODULAR CONCRETE STORM WATER MANAGEMENT SHEET INDEX PAGE DESCRIPTION 0.0 COVER SHEET 1.0 SINGLETRAP DESIGN CRITERIA 2.0 SINGLETRAP SYSTEM LAYOUT 2.1 SINGLETRAP FOUNDATION LAYOUT 3.0 SINGLETRAP INSTALLATION SPECIFICATIONS 3.1 SINGLETRAP INSTALLATION SPECIFICATIONS 4.0 SINGLETRAP BACKFILL SPECIFICATIONS 5.0 RECOMMENDED PIPE / ACCESS OPENING SPECIFICATIONS 6.0 SINGLETRAP MODULE TYPES PATENTS UST ED AT [HflP//ST0RMTRAPC0P1JPATENTJ 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5347 BRESSI RANCH-3-5-0 CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 -j ISSUED FOR: PRELIMINARY .EV, DATE: ISSUED FOR: ------ 1 /3",]6-21-2017 PRELIMINARY 1 ADF 2 j 6-13-2017 PRELIMINARY ADF 1 4/27/2017 PRELIMINARY ADF SCALE: NTS SHEET TITLE: - COVER SHEET SHEET NUMBER: 0.0 I ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 STORMTRAP CONTACT INFORMA TION 619-291-0707 STORM TRAP SUPPLIER: STORMTRAP PROJECT INFORMATION: CONTACT NAME: CHARLIE CARTER CELL PHONE: 760-212-5628 SALES EMAIL: CCARTER@STORMTRAP.COM I STRUCTURAL DESIGN LOADING CRITERIA LIVE LOADING: AASHTO HS-20 HIGHWAY LOADING I GROUND WATER TABLE: BELOW INVERT OF SYSTEM SOIL BEARING PRESSURE: 3000 PSF SOIL DENSITY: 120 PCF EQUIVALENT UNSATURATED I LATERAL ACTIVE EARTH PRESSURE: 35 PSF / FT. EQUIVALENT SATURATED LATERAL ACTIVE EARTH PRESSURE: 80 PSF/FT. (IF WATER TABLE PRESENT) APPLICABLE CODES: AASHTO ACI-318 I BACKFILL TYPE: 3,, STONE AGGREGATE I I, I I I STORMTRAP SYSTEM INFORMATION SITE SPECIFIC DESIGN CRITERIA WATER STORAGE REQD: 6,500.00 CUBIC FEET STORMTRAP MODULES SHALL BE MANUFACTURED AND INSTALLED ACCORDING to SHOP DRAWINGS APPROVED BY THE WATER STORAGE PROV: 6,661.80 CUBIC FEET INSTALLING CONTRACTOR AND ENGINEER OF RECORD. THE SHOP DRAWINGS SHALL INDICATE SIZE AND LOCATION OF UNIT HEADROOM: 5-0' SINGLETRAP ROOF OPENINGS AND INLET! OUTLET PIPE TYPES, SIZES, INVERT ELEVATIONS AND SIZE OF OPENINGS. UNIT QUANTITY: 15 TOTAL PIECES COVER RANGE: MIN. 1.08' MAX. 10.00'(CONSULT STORMTRAP FOR ADDITIONAL COVER OPTIONS). ALL DIMENSIONS AND SOIL CONDITIONS, INCLUDING BUT NOT LIMITED TO GROUNDWATER AND SOIL BEARING CAPACITY ARE REQUIRED TO BE VERIFIED IN THE FIELD BY OTHERS PRIOR TO STORMTRAP INSTALLATION. FOR STRUCTURAL CALCULATIONS THE GROUND WATER TABLE IS ASSUMED TO BE BELOW THE SYSTEM INVERT. IF WATER TABLE IS DIFFERENT THAN ASSUMED, CONTACT STORMTRAP. MAX GRADE = 426.55 MIN GRADE = 417.63 10.00' = 416.05 SEE SHEET 4.0 _.- ----- FORBACKFILL \\ --_•=-------...=-.---.----_ - SPECIFICATIONS \ I 5-0" SINGLETRAP --------- :- . • •.. . ... .•; ---SYSTEM INVERT 411. Uffli [Ii SEE SHEET 2.1 FOR DETAILS 1-0" MIN. OVERHANG / REINFORCED CONCRETE -" FOUNDATION FOR STORMTRAP SYSTEM (SEE SHEET 2.1 FOR DETAILS) - 5'-O" SINGLETRAP StormTrap° PATENTS LISTED AT (HTTP//STORHTRAP.COM/PATENTI 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5347fi ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH-3-5-0 CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: PRELIMINARY REV. DATE: NSSUED FOR: 6-21-2017 PRELIMINARY ADF 2 6-13-2017 PRELIMINARY ADF 1 4/27/2017 i PRELIMINARY ADF SCALE: NTS SHEET TITLE: SINGLETRAP DESIGN CRITERIA SHEET NUMBER: 1.0 DESIGN CRITERIA ALLOWABLE MAX GRADE = 426.55 . o ALLOWABLE MIN GRADE = 417.63 StormTra INSIDE HEIGHT ELEVATION = 416.05 SYSTEM INVERT = 411.05 PATENTS LISTED AT, IHTTP//STORMTRAP.COM/PATENTI STORMTRAP VOLUME = 6,661.80 C.F. 1287 WINDHAM PARKWAY NOTES: ROMEOVILLE, IL 60446 DIMENSIONING OF STORMTRAP SYSTEM SHOWN BELOW ALLOW FOR A 3/4" GAP P815-941-4549 / F:331-318-5347 BETWEEN EACH MODULE. ENGINEER INFORMATION: ALL DIMENSIONSTO BE VERIFIED IN THE FIELD BY OTHERS. RICK ENGINEERING SEE SHEET 3.0 FOR INSTALLATION SPECIFICATIONS. COMPANY SP - INDICATES A MODULE WITH MODIFICATIONS. 5620 FRIARS ROAD P - INDICATES A MODULE WITH A PANEL ATTACHMENT. . SAN DIEGO, CA 92110 CONTRACTORS RESPONSIBILITY TO ENSURE CONSISTENCY/ACCURACY TO FINAL . 619-291-0707 ENGINEER OF RECORD PLAN SET. PROJECT INFORMATION: BRESSI RANCH-3-5-0 'CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: L PRELIMINARY 1 2 3 4 BILL OF MATERIALS UNIT TYPE DESCRIPTION _QTY. WEIGHT 3 I 5-0" SINGLETRAP 15493 O II 5'-0" SINGLETRAP 17906 8 III 5-0" SINGLETRAP 15412 0 IV 5'-0" SINGLETRAP 16618 -i-- VII NGLETRAP 15323 4 SPIV 5-0,' SINGLETRAP I VARIES 5 PANEL 6" THICK PANELS 2733 3 JOIN WRAP 150' PER ROLL 24 )OINTTAPEI 14.5' PER ROLL 016" OPENNC FOR 012" PVC PIPE WITH 01.25" ORIFICE r inc -op P1F NV = 411 .05 02.3" OH ENING FOR 018 HDFE PIPE NV = 4l1.2 74'-10" I I I, I I I I I .1 I I I I I 1 .1 I I 2-3" 02.3" 0PENNG FOR 1'-11" H=-6_4 " 24-8" 39'-6" H[PE -II = 41 1.85 024 .00CESS OPENING - 3'-2" r 3-2" WITH STEPS (TYP) SPhI I SPHI 4•_5• i A3 8'-i" iO'-9" r....r"--- 1---------1 DATE: 1 ISSUED FOR:' 1 BY- 6-21-2017 PRELIMINARY ADF 2 6-13-20171 PRELIMINARY ADF 1 4/27/2017 PRELIMINARY 1 ADF SCALE: NTS SHEET TITLE: SINGLETRAP SYSTEM LAYOUT SHEET NUMBER: -2.0 ------ - - - ------- . . .... ' 11 L __j- 02.3" OPENINC F OR 018" H DFE PIPE 2-6 1 r.,J\J = 41.1. 22 3-2" 8'-5" MAXIMUM SYSTEM 1 SLAB THICKNESS lCONCRETE STRENGTHCOVER REINFORCEMENT (BOTH DIRECTIONS) 6" - 12" 0-8" 4000 PSI #4 @ 18" O.C. >1-0' - 2-0" 0-8" - 4000 PSI #4 @ 16" O.C. >2-0" - 3-0' 0-8" 4000 PSI #4 © 12" O.C. >3-0" - 4-0" 0-8" 4000 PSI #4 @12" O.C. >4-0' - 5-0" -- 0-8" 4000 PSI #5 © 18" O.C. >5-0" - 6-0" 0-8" 4000 PSI #5 © 16" O.C. >6-0" - 7'-0", 0-8" 4000 PSI #5 © 16" O.C. - >7-0" - 8-0" - 0-9" 4000 PSI #5 © 12" O.C. 9-0" - 0-10" - - 4000 PSI #5 © 12" O.C. >9-0" - 10-0" 0-10" - - 4500 PSI #5 © 12" O.C. - TOP OF FOUNDATION -- ,r-CONTROL JOINT TO BE CUT / INTO SLAB WITHIN 8 HOURS AFTER \\ SLAB IS POURED SLAB THICKNESS PAD REINFORCEMENT-- - - - CONTROL JOINT DETAIL - TOP OF FOUNDATION •\ - - : - SLAB THICKNESS-] . -__-, --'"T' REBAR PLACED IN CENTER OF SLAB - - - STORMTRAP FOUNDATION DETAIL - - I I I, I -if I I I 76'- 1 -, . - . . 4 . .-' - - •.. .4 . : - 4.. 4 4 44 44 4 4 2 'II 4 2 4 4 .4 '4 4 .- -- - -. . -. . . 4 . 4 4 4 4 4 4 4 4' 4 44 4 444 4 4 4 2 44 - 2 - - •- . . . .- . . 4 44 4 .5. . . .4 4 -. -.4.. 4 •. . . - 4 4 4 2 4 9 4 4 4 4 4 4 3- A 44 4 4 4 4 4 - A. 15-34 23'- 5 .4 - .4. . S..4 4• . 4 2- '.2 - -- .4 - - - .5 - -- -. I - - I I I - - - - -1 NOTES: - I 1. CONCRETE STRENGTH @ 28 DAYS, 5%-8% ENTRAINED AIR, 4" MAX. SLUMP. NET ALLOWABLE SOIL PRESSURE AS INDICATED ON SHEET 1.0. -SOIL CONDITIONS TO BE VERIFIED ON SITE BY OTHERS. - 4. REBAR: ASTM A-615 GRADE 60. BLACK BAR. - I 5. DIMENSION OF FOUNDATION MUST HAVE 1-0' OVERHANG BEYOND EXTERNAL FACE OF MODULE. DIMENSION OF STORMTRAP SYSTEM ALLOW FOR A 3/4" GAP BETWEEN EACH MODULE. - ALL DIMENSIONS TO BE VERIFIED 'IN THE FIELD BY OTHERS. - - THE CONTROL JOINTS SHALL BE BETWEEN (IF REQUIRED BY ENGINEER OF RECORD) I 16-0" TO 24-0" MAX APART. - \ - -- - SEE SHEET 3.0 FOR INSTALLATION SPECIFICATIONS. - - -----... - ........ ..... -" ---------- '"" ------------------''-"-' - StormTrape PATENTS USTED AT [HTTP:IISTORMTRAP.COMJPATENT] 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5347 ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH-3-5-0 CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 - ISSUED FOR: PRELIMINARY DATE: ISSUED FOR IDWN ' 6-21-2017 i PRELIMINARY ADF 2 1 6-13-2017 PRELIMINARY ADF 1 4/27/2017 PRELIMINARY ADF 3- 4 SCALE: NTS -- SHEET TITLE: -SINGLETRAP FOUNDATION LAYOUT SHEET-NUMBER: 2.1 1 , I I I I [DETAIL .j 8' WIDE JOINT WRAP (SEE NOTE 7) 1" Ø JOINT TAPE AROUND THE PEI OF THE SYST (SEE OPTIONAL STONE (FOR LEVELING) TOP OF STORMTRAP 8' WIDE JOINT WRP (SEE NOTE '1 DETAIL 2 1 I I I I I V STORMTRAP INSTALLATION SPECIFICATIONS STORMTRAP SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C891, STANDARD FOR INSTALLATION OF UNDERGROUND PRECAST CONCRETE UTILITY STRUCTURES, THE FOLLOWING ADDITIONS AND/OR EXCEPTIONS SHALL APPLY: IT IS THE RESPONSIBILITY OF THE INSTALLING CONTRACTOR TO ENSURE THAT PROPER/ADEQUATE EQUIPMENT IS USED TO SET/INSTALL THE MODULES. STORMTRAP MODULES SHALL BE PLACED ON A LEVEL CONCRETE FOUNDATION (SEE SHEET 2.1) WITH A 1-0' OVERHANG ON ALL SIDES THAT SHALL BE POURED IN PLACE BY INSTALLING CONTRACTOR. A QUALIFIED GEOTECHNICAL ENGINEER WILL BE EMPLOYED, BY OWNER, TO PROVIDE ASSISTANCE IN EVALUATING THE EXISTING SOIL CONDITIONS. TO ENSURE THAT HE SOIL BEARING PRESSURE MEET OR EXCEED THE STRUCTURAL DESIGN LOADING CRITERIA AS SPECIFIED ON SHEET 1.0. THE STORMTRAP MODULES SHALL BE PLACED SUCH THAT THE MAXIMUM SPACE BETWEEN ADJACENT MODULES DOES NOT EXCEED " (SEE DETAIL 2). IF THE SPACE EXCEEDS ", THE MODULES SHALL BE RESET WITH APPROPRIATE ADJUSTMENT MADE TO LINE AND GRADE TO BRING THE SPACE INTO SPECIFICATION. STORMTRAP MODULES ARE NOT WATERTIGHT. IF A WATERTIGHT SOLUTION IS REQUIRED, CONTACT STORMTRAP FOR RECOMMENDATIONS. THE WATERTIGHT APPLICATION IS TO BE PROVIDED AND IMPLEMENTED BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THE SELECTED WATERTIGHT SOLUTION PERFORMS AS SPECIFIED BY THE MANUFACTURER. THE-PERIMETER HORIZONTAL JOINT BETWEEN THE STORMTRAP MODULES AND THE CONCRETE FOUNDATION SHALL BE SEALED TO THE FOUNDATION WITH PRE-FORMED MASTIC JOINT SEALER ACCORDING TO ASTM C891, 8.8 AND 8.12 (SEE DETAIL 1). THE MASTIC JOINT TAPE DOES NOT PROVIDE A WATERTIGHT SEAL. THE SOLE PURPOSE OF THE JOINT TAPE IS TO PROVIDE A SILT AND SOIL TIGHT SYSTEM. ALL EXTERIOR JOINTS BETWEEN ADJACENT STORMTRAP MODULES SHALL BE SEALED WITH 8" WIDE PRE-FORMED, COLD-APPLIED, SELF-ADHERING ELASTOMERIC RESIN, BONDED TO A WOVEN, HIGHLY PUNCTURE RESISTANT POLYMER WRAP, CONFORMING TO ASTM C891 AND SHALL BE INTEGRATED WITH PRIMER SEALANT AS APPROVED BY STORMTRAP (SEE DETAILS 3 & 4). THE JOINT WRAP DOES NOT PROVIDE A WATERTIGHT SEAL. THE SOLE PURPOSE OF THE JOINT WRAP IS TO PROVIDE A SILT AND SOIL TIGHT SYSTEM. THE ADHESIVE EXTERIOR JOINT WRAP SHALL BE INSTALLED ACCORDING TO THE FOLLOWING INSTALLATION INSTRUCTIONS; 7.1. USE A BRUSH OR WET CLOTH TO THOROUGHLY CLEAN THE OUTSIDE SURFACE AT THE POINT WHERE JOINT WRAP IS TO BE APPLIED. 7.2. A RELEASE PAPER PROTECTS THE ADHESIVE SIDE OF THE JOINT WRAP. PLACE THE ADHESIVE TAPE (ADHESIVE SIDE DOWN) AROUND THE STRUCTURE, REMOVING THE RELEASE PAPER AS YOU GO. PRESS THE JOINT WRAP FIRMLY AGAINST THE STORMTRAP MODULE SURFACE WHEN APPLYING. B. IF THE CONTRACTOR NEEDS TO CANCEL ANY SHIPMENTS, THEY MUST DO SO 48 HOURS PRIOR TO THEIR SCHEDULED ARRIVAL AT THE JOB SITE. IF CANCELED AFTER THAT TIME, PLEASE CONTACT THE PROJECT MANAGER. IF THE STORMTRAP MODULE(S) IS DAMAGED IN ANY WAY PRIOR, DURING, OR AFTER INSTALL, STORMTRAP MUST BE CONTACTED IMMEDIATELY TO ASSESS THE DAMAGE AND DETERMINE WHETHER OR NOT THE MODULE(S) WILL NEED TO BE REPLACED. IF ANY MODULE ARRIVES AT THE JOBSITE DAMAGED DO NOT UNLOAD IT; CONTACT STORMTRAP IMMEDIATELY. ANY DAMAGE NOT REPORTED BEFORE THE TRUCK IS UNLOADED WILL BE THE CONTRACTOR'S RESPONSIBILITY. STORMTRAP MODULES CANNOT BE ALTERED IN ANY WAY AFTER MANUFACTURING WITHOUT WRITTEN CONSENT FROM STORMTRAP. ' I I I] StormTrapo PATENTS LISTED AT: IHTTP:IISTORMTRAP.COMJPATENfl 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P;815-941-4549 / F:331-318-5347 ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH-3-5-0 CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: PRELIMINARY -.-.--_________ -REV. DATE: I ISSUED FOR: !N 6-21-2017 PRELIMINARY ADF 2 6-13-20171 PRELIMINARY ADF I 1 4/27/2017 PRELIMINARY ADF )( WALL MTRAP SCALE: NTS SHEET TITLE: CONCRETE FOUNDATION t (SEE NOTE 3) SINGLETRAP INSTALLATION C- SPECIFICATIONS SHEET NUMBER: _300- I I SIDE OF STORMTRAP MODULE CONNECTION NOOKS PROVIDED BY STORMTRAP AND INSTALLED BY CONTRACTOR (SEE DETAIL 6) \ HOOK PANEL MODULE LIFTING DETAIL END PANEL LIFTING DETAIL PANEL CONNECTION ELEVATION VIEW END PANEL ERECTION/INSTALLATION NOTES END PANELS WILL BE SUPPLIED TO CLOSE OFF OPEN ENDS OF ROWS. PANELS SHALL BE INSTALLED IN A TILT UP FASHION DIRECTLY ADJACENT TO OPEN END OF MODULE (REFER TO SHEET 2.0 FOR END PANEL LOCATIONS). CONNECTION HOOKS WILL BE SUPPLIED WITH END PANELS TO SECURELY CONNECT PANEL TO ADJACENT STORMTRAP MODULE (SEE PANEL CONNECTION ELEVATION VIEW). ONCE CONNECTION HOOKS ARE ATTACHED, LIFTING CLUTCHES MAY BE REMOVED. JOINT WRAP SHALL BE PLACED AROUND PERIMETER JOINT PANEL (SEE SHEET 3.0). STEP 2 , DETAIL 6 1 I 4/27/2017 PRELIMINARY ADF SCALE: NTS SHEET TITLE: SINGLETRAP INSTALLATION SPECIFICATIONS SHEET NUMBER: H 31 StormTrap PATENTS LISTED AT IHTTP//STORMTAAPCOM/PATENfl 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5347 ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH-3-5-0 CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: PRELIMINARY REV. DATE: ISSUED FOR:J 6-21-2017 PRELIMINARY ADF 2 6-13-2017 PRELIMINARY ADF I 1 I I I FILL DEPTH MAX GROUND TRACK WIDTH PRESSURE 12" 12" 1690 psf 18" 1219 psf 24' 1 1111. psf 30" 1000 psf 36' 924 psf I ZONE CHART ZONES ZONE DESCRIPTIONS REMARKS #5 (i") STONE AGGREGATE ZONE 1 (OPTIONAL) FOUNDATION AGGREGATE (SEE NOTE 4 FOR DESCRIPTION) #5 AGGREGATE (' ANGULAR ZONE 2 BACKFILL STONE) SEE NOTE 4 FOR FURTHER EXPLANATION ZONE 3 1 FINAL COVER OVERTOP MATERIALS NOT TO EXCEED o PCF I STEPPED OR SERRATED AND--1 APPLICABLE (SEE BACKFILL NOTE 1) OSHA REQUIREMENTS - BACKFILL DETAIL, I I .1 STORMTRAP ZONE INSTALLATION SPECIFICATIONS/PROCEDURES THE FILL PLACED AROUND THE STORMTRAP MODULES MUST DEPOSITED ON BOTH SIDES AT THE SAME TIME AND TO APPROXIMATELY THE SAME ELEVATION. AT NO TIME SHALL THE FILL BEHIND ONE SIDE WALL BE MORE THAN 2-0" HIGHER THAN THE FILL ON THE OPPOSITE SIDE. BACKFILL SHALL EITHER BE COMPACTED AND/OR VIBRATED TO ENSURE THAT BACKFILL AGGREGATE/STONE MATERIAL IS WELL SEATED AND PROPERLY INTER LOCKED. CARE SHALL BE TAKEN TO PREVENT ANY WEDGING ACTION AGAINST THE STRUCTURE, AND ALL SLOPES WITHIN THE AREA TO BE BACKFILLED MUST BE STEPPED OR SERRATED TO PREVENT WEDGING ACTION. CARE SHALL ALSO BE TAKEN AS MOTTO DISRUPT THE JOINT WRAP FROM THE JOINT DURING THE BACKFILL PROCESS. BACKFILL MATERIAL SHALL BE CLEAN, CRUSHED, ANGULAR No. 5 (AASHTO M43) AGGREGATE. IF NATIVE EARTH IS SUSCEPTIBLE TO MIGRATION, CONFIRM WITH GEOTECHNICAL ENGINEER AND PROVIDE PROTECTION AS REQUIRED (PROVIDED BY OTHERS). DURING PLACEMENT OF MATERIAL OVERTOP THE SYSTEM, AT NO TIME SHALL MACHINERY BE USED OVERTOP THAT EXCEEDS THE DESIGN LIMITATIONS OF THE SYSTEM. WHEN PLACEMENT OF MATERIAL OVERTOP, MATERIAL SHALL BE PLACED SUCH THAT THE DIRECTION OF PLACEMENT IS PARALLEL WITH THE OVERALL LONGITUDINAL DIRECTION OF THE SYSTEM WHENEVER POSSIBLE. THE FILL PLACED OVERTOP THE SYSTEM SHALL BE PLACED AT A MINIMUM OF 6' LIFTS. AT NO TIME SHALL MACHINERY OR VEHICLES GREATER THAN THE DESIGN HS-20 LOADING CRITERIA TRAVEL OVERTOP THE SYSTEM WITHOUT THE MINIMUM DESIGN COVERAGE. IF TRAVEL IS NECESSARY OVERTOP THE SYSTEM PRIOR TO ACHIEVING THE MINIMUM DESIGN COVER, IT MAY BE NECESSARY TO REDUCE THE ULTIMATE LOAD/BURDEN OF THE OPERATING MACHINERY SO AS TO NOT EXCEED THE DESIGN CAPACITY OF THE SYSTEM. IN SOME CASES, IN ORDER TO ACHIEVE REQUIRED COMPACTION, HAND COMPACTION MAY BE NECESSARY IN ORDER NOT TO EXCEED THE ALLOTTED DESIGN LOADING. SEE CHART FOR TRACKED VEHICLE WIDTH AND ALLOWABLE MAXIMUM PRESSURE PER TRACK. FREE DRAINING AGGREGATE - 80% AGGREGATE RETAINED ON " SIEVE MAJORITY OF AGGREGATE SIZE BETWEEN " AND 1" ONLY 5% OF MATERIAL PASSING #200 SIEVE NO FINES. StormTrap' PATENTS USTED AT FH1TP://ST0RMTRAP.00M/PATENT1 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 ':815-941-4549 / F:331-318-5347 ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH-3-5-0 CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: REV. DATE: ISSUED FORIDNN 6-21-2017 i PRELIMINARY ADF 2 6-13-2017 PRELIMINARY ADF 1 4/27/2017 PRELIMINARY ADF SCALE: NTS SHEET TITLE: SINGLETRAP BACKFILL SPECIFICATIONS SHEET NUMBER: '4M I I I $ GEOFABRIC/GEOTEXTILE-, IF REQUIRED BY GEOTECHNICAL \ / ENGINEER (SEE NOTE I) - GEOFABRIC/GEOTEXTILE IF REQUIRED BY GEOTECHNICAL ENGINEER (SEE NOTE 1) : •:. -•-. . -. ... .• . .. •.•. .. S.-. - . . ....... .•. ......•..- . .. ._. .. :..,.• .. 4 4 of ,- WALL OF STORMTRAP / ,- 1-0" x 1-0" CONCRETE COLLAR HIGH STRENGTH, NON-SHRINK GROUT . / ,- INLET/OUTLET PIPE I / AGGREGATE CRADLE CONCRETE FOUNDATION --J IF A PIPE IS PROPOSED AT THE SYSTEM INVERT, NOTCH PIPE TO ALLOW PIPE INVERT TO MEET SYSTEMINVERT MEETS: OPSS 1351.08.02 -----------1 3/16" 0 BNQ ASTM C-478.95a ASTM D4-101.95b AASHTOM-199 ASTM 4A-15 1-5 1/2" —10 1/2-- V-4 3/4" STEP DETAIL RISER / STAIR DETAIL RECOMMENDED ACCESS OPENING SPECIFICATION A TYPICAL ACCESS OPENING FOR THE STORMTRAP SYSTEM ARE 2-0" IN DIAMETER. ACCESS OPENINGS LARGER THAN 3-0" IN DIAMETER NEED TO BE APPROVED BY STORMTRAP. ALL OPENINGS MUST RETAIN AT LEAST 1-0" OF CLEARANCE FROM THE END OF THE STORMTRAP MODULE UNLESS NOTED OTHERWISE. ALL ACCESS OPENINGS TO BE LOCATED ON INSIDE LEG UNLESS OTHERWISE SPECIFIED. PLASTIC COATED STEEL STEPS PRODUCED BY M.A. INDUSTRIES PART #PS3-PFC OR APPROVED EQUAL (SEE STEP DETAIL) ARE PROVIDED INSIDE ANY MODULE WHERE DEEMED NECESSARY. THE HIGHEST STEP IN THE MODULE IS TO BE PLACED A DISTANCE OF 1-0' FROM THE INSIDE EDGE OF THE STORMTRAP MODULES. ALL ENSUING STEPS SHALL BE PLACED WITH A MAXIMUM DISTANCE OF 1-4' BETWEEN THEM. STEPS MAY BE MOVED OR ALTERED TO AVOID OPENINGS OR OTHER IRREGULARITIES IN THE MODULE. STORMTRAP LIFTING INSERTS MAY BE RELOCATED TO AVOID INTERFERENCE WITH ACCESS OPENINGS OR THE CENTER OF GRAVITY OF THE MODULE AS NEEDED. STORMTRAP ACCESS OPENINGS MAY BE RELOCATED TO AVOID INTERFERENCE WITH INLET AND/OR OUTLET PIPE OPENINGS SO PLACEMENT OF STEPS IS ATTAINABLE. ACCESS OPENINGS SHOULD BE LOCATED IN ORDER TO MEET THE APPROPRIATE MUNICIPAL REQUIREMENTS. STORMTRAP RECOMMENDS AT LEAST TWO ACCESS OPENINGS PER SYSTEM FOR ACCESS AND INSPECTION. USE PRECAST ADJUSTING RINGS AS NEEDED TO MEET GRADE. STORMTRAP RECOMMENDS FOR COVER OVER 2' TO USE PRECAST BARREL OR CONE INSPECTIONS. (PROVIDED BY OTHERS) RECOMMENDED PIPE OPENING SPECIFICATION MINIMUM EDGE DISTANCE FOR AN OPENING ON THE OUTSIDE WALL SHALL BE NO LESS THAN 1-0. MAXIMUM OPENING SIZE TO BE DETERMINED BY THE MODULE HEIGHT. PREFERRED OPENING SIZE 0 36" OR LESS. ANY OPENING NEEDED THAT DOES NOT FIT THIS CRITERIA SHALL BE BROUGHT TO THE ATTENTION OF STORMTRAP FOR REVIEW. CONNECTING PIPES SHALL BE INSTALLED WITH A 1-0' CONCRETE COLLAR, AND AN AGGREGATE CRADLE FOR AT LEAST ONE PIPE LENGTH (SEE PIPE CONNECTION DETAIL). A STRUCTURAL GRADE CONCRETE OR HIGH STRENGTH, NON-SHRINK GROUT WITH A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI SHALL BE USED. THE ANNULAR SPACE BETWEEN THE PIPE AND THE HOLE SHALL BE FILLED WITH HIGH STRENGTH NON-SHRINK GROUT. RECOMMENDED PIPE INSTALLATION INSTRUCTIONS J. CLEAN AND LIGHTLY LUBRICATE ALL OF THE PIPE TO BE INSERTED INTO STORMTRAP. IF PIPE IS CUT, CARE SHOULD BE TAKEN TO ALLOW NO SHARP EDGES. BEVEL AND LUBRICATE LEAD END OF PIPE. ALIGN CENTER OF PIPE TO CORRECT ELEVATION AND INSERT INTO OPENING. NOTE: ALL ANCILLARY PRODUCTS/SPECIFICATIONS RECOMMENDED AND SHOWN ON THIS SHEET ARE RECOMMENDATIONS ONLY AND SUBJECT TO CHANGE PER THE INSTALLING CONTRACTOR AND/OR PER LOCAL MUNICIPAL CODE/REQUIREMENTS. StormTrap PATENTS USTED AT ['TTP//STOAMTRAPCOM/PATEt4fl 1287 WINDHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5347 ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH-3-5-0 CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: L PRELIMINARY . . . . . ................. EV. DATE: ISSUED FOR-1N /\ 6-21-20171 PRELIMINARY AOF 2 6-13-2017 PRELIMINARY ADF 4/27/2017 PRELIMINARY ADF SCALE: NTS SHEET TITLE: RECOMMENDED PIPE / ACCESS OPENING SPECIFICATIONS SHEET NUMBER: - - 5.O PRECAST CONCRETE ADJUSTING RINGS, BARREL OR CONE SECTIONS AS NEEDED SEE RECOMMENDED ACCESS OPENING SPECIFICATION NOTE 6. (SUPPLIED BY OTHERS) zll NON-SHRINK GROUT . , WALL OF STORMTRAP 1,-0" x 1-0" CONCRETE COLLAR 1-4' HIGH STRENGTH, ______________ NON-SHRINK GROUT . [ / INLET/OUTLET PIPE HIGH STRENGTH, NON-SHRINK GROUT ---. 1 / r AGGREGATE CRADLE 1-4' CONCRETE FOUNDATION - L5 FRAME & COVER AS SPECIFIED BY ENGINEER (SUPPLIED BY OTHERS) cum TYPE IV I •1 StormTrap PATENTS LISTED AT: (H1TP://STORMTRAP.COM/PATENfl 1287 WINOHAM PARKWAY ROMEOVILLE, IL 60446 P:815-941-4549 / F:331-318-5347 NOTES: OPENING LOCATIONS AND SHAPES MAY VARY. SP - INDICATES A MODULE WITH MODIFICATIONS. P - INDICATES A MODULE WITH A PANEL ATTACHMENT. POCKET WINDOW OPENINGS ARE OPTIONAL. ENGINEER INFORMATION: RICK ENGINEERING COMPANY 5620 FRIARS ROAD SAN DIEGO, CA 92110 619-291-0707 PROJECT INFORMATION: BRESSI RANCH-3-5-0 CARLSBAD, CA CURRENT ISSUE DATE: 6-21-2017 ISSUED FOR: PRELIMINARY REVJ DATE: ISSUED FOR:N ,\i 6-21-2017 PREUMINARY ADF 2 6-13-2017 PREUMINAR' i ADF 1 4/27/2017 i PRELIMINARY ADF SCALE: NTS SHEET TITLE: SINGLETRAP MODULE TYPES SHEET NUMBER: 6.0 ... . . ..... . ..... . ........ . .. ...... . . ....... .. I I: I I 1: .1 I I, I I .1 I . I I . I I 1 2;~@'FmTrap®. MODULAR CONCRETE 41 7r~ 4 STORMWATER MANAGEMENT . ftorm water ManagernentAppbcatuons] StormTrap® offers the industry's best solutions for managing runoff, protecting waterways and improving the use of your property: Our stormwater management systems are designed to reduce overall footprint, accommodate any site restraints, and lower overall costs. SingIeTrap StormTrap's SingleTrap design allows engineers to customize a durable and maintainable stormwater management system to your site's exact requirements. The Sing lelrap design offers a wide range of options and benefits. Whether you are working in an extremely limited space or you are trying to preserve the land above for parks, buildings, or parking lots, Stormlrap can help. Features - A structure that exceeds HS-20 loading with 6" of cover, ideal for projects with a limited rim to invert A durable, reinforced. high-strength concrete available in internal dimensions of 11" to 58" - Placement on a stone base that allows for a large infiltrative surface area for water to discharge back. into the soil . An option for watertight systems OoubteTrap StorrnTrap's Doublelrap design offers the stormwater management solutions you need to control the volume and discharge timing of runoff. Engineers can customize the ooubleTrap solution to meet your exact needs, and the modular design allows us to maximize your storage volume while minimizing your footprint and overall costs. Reduced installation costs combined with modular design and maximum land use makes the DoubleTrap system the smart choice. Features - The lowest overall installed costs . • * Durable, reinforced, high-strength concrete with internal height dimensions that range from 2'2" to 114" - A flexible design that can allow stormwater infiltration or remain completely contained system - An innovative design that facilitates quick and efficient - installations and the smallest overall footprint • -- I I I I I I I StormTrap —D— C-ONCRUE Call to request a preliminary budget and design. 1- 87- STORMTRAP - 1-877-867-6872 www.STORMTRAP.com I 1 I I - i - Stormwater Applications Stormwater Detention At StormTrap we can provide the underground stormwater detention system you need to manage and control the volLime and discharge timing of stormwater runoff. These solutions were created to store runoff in large underground chambers for a given period of time before it is released at a controlled rate. This helps to mitigate many of the harmful effects of high volumes of stormwater runoff, such as erosion and flooding. Stormwater Retention/Infiltration At StormTrap we offer customized underground stormwater retention systems to meet your individual needs. Our stormwater retention system provides an infiltration surface area that allows water to recharge back into the soil. This stormwater managemeht system also provides some stormwater quality advantages because it will filter the runoff water through the native soil. This is an effective way to reduce any pollutants and contaminants in the stormwater runoff. Stormwater Treatment StormTrap is committed to improving stormwater quality so that our streams, rivers, lakes, and wetlands won't be filled with pesticides, nitrogen, and heavy metals. Our stormwater treatment process was designed to preserve and protect those natural resources and the aquatic life that they support. Wecan also preserve these areas for our own enjoyment and recreation with careful stormwater management. At StormTrap we have created a range of products and services to help protect the environment. t - Filtration: Designed to remove pollutants utilizing various media ' Infiltration: Recharge/Infiltration needs Oil/Water Separation: Eliminates oil, grease, fats and other hydrocarbons Sedimentation: Designed to your specific particle size removal efficiencies Stormwater Reuse/Harvesting StormTrap offers stormwater harvesting applications that collect stormwater on site to use for irrigation or greywater use inside buildings. Low Impact Development (LID) Solutions StormTrap can also help your project reach LEED certification by contributing to LEED credits. / StormTrap Advantages Modular design allows system to be quickly and easily customized to meet each project's requirements. Engineered design maximizes storage volume while minimizing project's footprint and cost Total void storage for easy maintenance . Innovative design allows for a quick and efficient installation ' HS-20, HS-25 and fire truck loading Minimum 6" Cover High strength precast concrete Manufactured in a NPCA (National Precast Concrete Association) certified facility Peace of mind for engineers, owners and developers copy,iht 0 201, stormfrop. Sto,nTh,p. SboIoTp o,d D,I0oTrap rere0 t,doors of Sto,mT,UU. U.S. Pote,,t Nu,nbo,U 6,097.402 SZ 7. 160,0,% B2 7,34.7,335 I I I I I I SITE SPECIFIC DA TA * PROJECT NUMBER 4920 PROJECT NAME BRESSI RANCH (17169-A) PROJECT LOCATION SAN DIEGO, CA STRUCTURE ID RESIDEN77AL-NSBB- 1. WATER QUALITY FLOW RATE (CFS) 1.10 PEAK FLOW RATE (CFS) OFFLINE PEAK STORM DURA liON (YEARS) PIPE DATA I.E. MATERh4L DLIMETER INLET PIPE 1 402.24 PVC 12" OUTLET PIPE 1 402.24 PVC 12" RIM ELEVA170N 413.40 SURFACE LOADING REQUIREMENT INDIRECT FRAME AND COVER 024 CORROSIVE SOIL CONDITIONS KNOWN GROUNDWATER ELEVATiON NOTES: UPSTREAM BYPASS ELEVA liON TBD. ADO LID. *PER ENGINEER OF RECORD GENERAL NOTES BIO CLEAN TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. ALL DIMENSIONS, ELEVA17ONS, SPECIFICATIONS, AND CAPACITIES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS, AND ACCESSORIES PLEASE CONTACT BIO CLEAN. J. SLIDING LIDS FOR SCREEN SYSTEM, SKIMBOSS AND ALTERNATiVE HATCHES AVAILABLE UPON REQUEST 4. FULL CAPTURE SCREEN AVAILABLE UPON REQUEST INS TALL4 TION NOTES CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERLILS, AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE NSBB UNIT AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS SPECIFICATIONS, UNLESS OTHERWISE STATED IN MANUFACTURERS CONTRACT MANUFACTURER RECOMMENDS A 6"-12" LEVEL ROCK BASE UNLESS SPEC/RED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE TO VERIFY PROJECT ENGINEERS RECOMMENDED BASE SPEC/RCA liONS. J. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE MUST BE 3" ABOVE BOTTOM OF OIL SKIMMER. ALL GAPS AROUND PIPES SHALL BE SEALED WATER liGHT WITH A NON-SHRINK GROUT PER MANUFACTURERS STANDARD CONNECTiON DETAIL AND SHALL MEET OR EXCEED REGIONAL PIPE CONNEC17ON STANDARDS. CONTRACTOR RESPONSIBLE FOR INSTALLA liON OF ALL RISERS, MANHOLES, AND HATCHES. ALL COVERS SHALL BE SHIPPED LOOSE. CONTRACTOR TO GROUT ALL MANHOLES AND HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFiED OTHERWISE. NSBB PERFORMA NCE DATA TREATMENT FLOW RATE (CFS) 1.76 SETTLING AREA (SF) 18 LOADING RATE (GPM/SF) 43.88 SCREEN SYSTEM STORAGE CAPACITY (CF) 5.08 SEDIMENT STORAGE CAPACITY (CF) 50.94 807. TSS REMOVAL @ 125 MICRONS NSBB STORAGE CAPACITIES FIL TRA TION SCREEN CAPACITY LENGTH (IT) WIDTH (Fr) HEIGHT (Fr) TOTAL (CF) 2.87 1.33 1.33 5.08 SEDIMENT CHAMBER CA PA CITY CHAMBER 1 2.83 3.00 3.00 25.47 CHAMBER 2 2.83 3.00 3.00 25.47 BAFFLE WALL-1 BioSorb HYDROCARBON BOOM F I r- OIL SKIMMER no immm, 1111=1 wIll. 1•r 4 / P_jINFLOW PIPE-" PIPE PLAN VIEW NTS JFIANISHED NTRACTOR TO GROUT TO GRADE PER CESS MANHOLE/HATCHES RIM TALLATION NOTE 6 n ñri n I I III I I I I FILTRATION SCREEN-,,W17H LID THRU HOLE GROUT PIPE PER INSTALLATION NOTE 5 CAM VIEW NTS I -STATIC TURBULENCE I WATER DEFLECTORS 1YP CHAMBER /2 i ELE'/A17ON I -2'-10" - -2'- 10 -16"- 6'-O" I-- 7'-O" ELEVA TION VIEW -NTS I mE PRODWr OEXm&1) MY HE FVOTht1W Br avE mE FOWW.7NG 16 P40fl 442469Z 7.294.256 7.848.J27 7153417 7.27C747 VL4lW FORM PAFENFS OR OIlIER PA1EN7S PWW NSBB PERFORMANCE DATA TREATMENT FLOW RATE (CFS) 1.76 SETTLING AREA (SF) 18 LOADING RATE (GPM/SF) - 43.88 SCREEN SYSTEM STORAGE CAPACITY (CF) 5.08 SEDIMENT STORAGE CAPACITY (CF) 50.94 807. TSS REMOVAL t 125 MICRONS NSBB STORAGE CAPACITIES FIL TRA TION SCREEN CAPACITY LENGTH (Fr) WIDTH (FT) HEIGHT (Fr) TOTAL (CF) 2.87 1 1.33 1.33 5.08 SEDIMENT CHAMBER CA PA CITY CHAMBER 1 2.83 3.00 3.00 25.47 CHAMBER 2 2.83 3.00 3.00 25.47 THRU HOLE GROUT PIPE PER INSTALLATION NOTE 5 4'-O" END VIEW N TS INFLOW PIPE PLAN VIEW 'NTS ACCESS MANHOLE/HATCHES CONTRACTOR TO GROUT TO FINISHED GRADE PER INSTALLATION NOTE 6 RIM I 1(11 I I I RLTRA77ON SCREEN-,,, WITH LID tJ. 1 "4RB0N BOOM OUTFLOW PIPE ER SITE SPECIFIC DA TA * PROJECT NUMBER 4920 PROJECT NAME BRESSI RANCH (17169-A) PROJECT LOCATION SAN DIEGO, CA STRUCTURE ID COMMERCIAL-NSBB-2 WATER QUALITY FLOW RATE (CFS) 1.10 PEAK FLOW RATE (CFS) OFFLINE PEAK STORM DUR417ON (YEARS) PIPE DATA I.E. MATERI4L D14 METER INLET PIPE 1 410.19 PVC 12" OUTLET PIPE 1 410.19 PVC 12" RIM ELEVA liON 420.27 SURFACE LOADING REQUIREMENT INDIRECT FRAME AND COVER 024" CORROSIVE SOIL C0N01770N5 KNOWN GROUNDWATER ELEVATiON NOTES: UPSTREAM BYPASS ELEVATION TBD. ADD LID. *PER ENGINEER OF RECORD GENERAL NOTES BIO CLEAN TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. ALL DIMENSIONS, ELEVA liONS, SPECIFICATIONS, AND CAPACITIES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS, AND ACCESSORIES PLEASE CONTACT BIO CLEAN. J. SLIDING LIDS FOR SCREEN SYSTEM, SKIMBOSS AND AL7ERNA17VE HATCHES AVAILABLE UPON REQUEST 4. FULL CAPTURE SCREEN AVAILABLE UPON REQUEST INSTALLATION NOTES CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT M47ERL4LS, AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE NSBB UNIT AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS SPECIFiCATiONS, UNLESS OTHERWISE STATED IN MANUFACTURERS CONTRACT MANUFACTURER RECOMMENDS A 6"-12" LEVEL ROCK BASE UNLESS SPECIFiED BY THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE TO VERIFY PROJECT ENGINEERS RECOMMENDED BASE SPECIFiCATiONS. J. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE MUST BE 3" ABOVE BOTTOM OF OIL SKIMMER. ALL GAPS AROUND PIPES SHALL BE SEALED WATER TiGHT WITH A NON-SHRINK GROUT PER MANUFACTURERS STANDARD CONNECTiON DETAIL AND SHALL MEET OR EXCEED REGIONAL PIPE CONNECTiON STANDARDS. CONTRACTOR RESPONSIBLE FOR INSTALLATiON OF ALL RISERS, MANHOLES, AND HATCHES. ALL COVERS SHALL BE SHIPPED LOOSE. CONTRACTOR TO GROUT ALL MANHOLES AND HATCHES I I I I I I 1 I I Li .1 4 I - TURBULENCE I STATIC I WATER DEFLECTORS 7YP I CHAMBER 11 -- CHAMBER / - ELEVA17ON _2'_ 10"- -2 ' 10"- n -e 6" • - 6'-O" - 6'- 7'-0' ELEVA .770N VIEW .NTS BI CLEAN NSBB-3-6-72 ENVIRONMENTAL SERVICES. INC. DUAL STA GE HYDROD YNAMIC SEPARA TOR biocleonenvironmenta/.com - I STANDARD DETAIL 0 7fl AT 7 7Afl r 7fl A 7T T 17& TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. PROPRIETARY AND C0NF70EN71AL: flit thRM47Y CONTAINED U 7)15 DRAM S NE SOLE PROPERTY OF so aew ThWRONMThTAL SDN= IN ANY RMOVCWN IN PART OR lYE FlICCVXT OESOII&D ANY BE PV7OlEla' BY ORE OP MORE OF PIE FLO$RIC LS PA7ENTh 6,428,694 AS A II)IOLE IRThVUT THE IIN77N PERMJSS'CN OF &) aim 7,294.2* 784&327 Z 15477; 7.270.747; 151.47W FO15rjl PA7N7 OR 07Km' PAWS PE7ITh?IC mWRIIWENTAL AC 5 PROKI&7EU Bio A Clean A Forterra Company ~~'(~-~ tag_~~ • Dual Stage Treatment (Screening & Separation) • Enhanced 3 Chambered Separation • Proven Not to Scour • Separates Trash & Debris from Sediment & Water • Easily Installed In-Line (low head loss) Performance • 87% Removal ofTSS • 40% Removal of Copper • 99% Removal of Oils & Grease • Up to 47% Removal of Bacteria • 71% Removal ofTurbidity Model# Surface loading Storage Capacity Area (sq. ft.) (cu. ft.) NSBB-2.5-4-60 10 26 NSBB-3-6-72 18 60 NSBB-4-6.5-72 26 90 NSBB-4·8-84 32 114 NSBB-5-10.5-84 52.S 179 NSBB-6-12-84 72 267 NSBB·S· 12-84 96 360 NSBB-8-14-% 112 458 NSBB-10-14-96 140 582 NSBB-11-16-114 176 857 Screl'n System+ Sediment Chambe~ DUAL STAGE Oil Skimmer • Sediment Chambers-Maximizes TSS removal and eliminates scouring during extreme flow rates. • Skimmer and Boom-Collects hydrocarbons and controls flow velocity which improves removal efficiency. Between Storm Events Trash, debris and organics are stored in a suspended screen system allowing pollutants to dry out between storm events. This eliminates septic conditions and pre- vents leaching of plant based organics into water. Installation Low Pick Weights Delivered in a top & bottom to minimize weight 1 Hour Set Time Internal components are installed prior to delivery Minimal Excavation Bottom of structure less than 4 ft. from invert of pipe Lake Tahoe, CA Application , Commercial , Residential , Retrofit , Pre-treatment for: -Reuse Systems -Infiltration Basins -Bioretention & Swales -Detention Basins -Wet Ponds -Media Filters Maintenance • No confined space entry is required for servicing , Cleaning can be accessed through manhole or hatch above ground with vac truck • Separating pollutants minimizes costs -screen system allows gross solids to be removed without vacuuming out water or sediment chambers • Screen systems are hinged for easy access to sediments collected in lower chambers DESIGNED FOR USE WITH STANDARD VACUUM TRUCKS ........................................................ Appr.~yg_/.~ ... ~ Water Boards SAN FRANCISCO ·~ ~~. ESTUARY PARTNERSHIP Vtri~~d at 10% R1mollal Under New 2013 PROTOCOL. Los Attgtlts Regional Wat,rControl Board Full Captu,-e Ctrti~,d . ..... c~m.P~t!.~9.n .!J.~.~ylt.~ .................. .. Bio fill.. Clean Hydrodynamic Separator (NSBB) A Fortffl'I CompMYt • Bacterial Growth • Nutrient Leaching • Septic Conditions Stores trash, debris & organics in screening system separated from water below. Shallow Profile Minimizes Maintenance Cost • Less Shoring • Perfect for Areas with High Ground Water Other Separators Trash, debris & organics are captured and stored in standing water. • High Excavation Cost • Extra Shoring This promotes nutrient leaching, bad odors, bacterial growth, and compli- cates maintenance. • Challenge with Shallow Ground Water • 8ic ~Clean 398 Via El Centro Oceanside, CA 92058 p 760.433.7640 f 760.433.3176 www.BioCleanEnvironmental.com A Forterra Company Bio ~Clean Performance _A4¥.qr.,Jqg_~~-------·------·-.. _ .. • 93% Removal ofTSS • 8 Year Warranty • 84% Removal ofTurbidity • Works in Any Size Catch Basin • 85% Removal of Nitrates • No Nets or Geofabrics • 79% Removal of Zinc • 15+ Year User Life • 32% Removal of BOD • Meets LEED Requirements • Patented Shelf System • Fiberglass Construction • Internal Bypass Specifications .. _ .......... _ .. -·_ .. _._ .. _ ........... -........ _ .. _ .... . Model# Treatment Bypass Flow Flow(CFS) (CFS) BC-CIB-3 0.85 Unlimited Other Filters Patented Shelf System Outflow Pipe Installation & Maintenance Site 15 17 18 19 Company Service Time Total Scores (hours) (out of 25) Hydrocompliance 1.75 KriStar 1.0 Ab Tech 0.5 Bio Clean 0.25 Hawaii Report Maintenance Score ~PP'C>.."(!ls City and County of Honolulu County of San Diego 9 15 18 22 ••••~ Bypass Flow Path Treatment Flow Path Manhole Cover Debris Retention Screen ---BioSorb Hydrocarbon Boom Medium Screen Fine Screen JJ.pp/icati_on • Parking Lots • Roadways 398 Via El Centro Oceanside, CA 92058 p 760.433.7640 f 760.433.3176 www.BioCleanEnvironmental.com Rio ~Cean A Forterra Company !.-1 <J VJ!_(J t Cl9 ~~-------·---------- • 8 Year Warranty • Custom Sizes Available • Fits in Shallow Catch Basins • No Nets or Geofabrics • 1 S+years User Life • No Replacement Costs as Found with Fabric Filters • Meets LEED Requirements _Per.f Qrm.<J.n.~e ....................... . • 74%-86% Removal ofTSS • 54% Removal of Oils & Grease • 57%-7 1 % Removal of Phosphorus • 56%-60% Removal of Nitrogen ?P.~~fft.~qf!..9..n.~ .. --·--·-··----··-··· Model# Treatment Bypass Flow (CFS) Flow (CFS) BC-GISB-12· 12-12 o_s 0.5 BC-GISB-18· 18-18 o_s 0-8 BC-GISB-24-24-24 3_7 4.4 BC-GISB-36-36-24 s_s 13.4 BC-GISB-48-48-18 6-6 13_3 '?.P.f!_rq_~!<:)_r.,., _____________ .. ____________ _ BioSorb --- Hydroca rbon Boom Coarse Screen Medium--~ Screen Bio ~Clean A Forterra Company _ ......... Bypass Flow Path Treatment Flow Path Skimmer Protection High Flow Bypass Deflector Shield to meet removal requirements • Parking Lots • Roadways • Bioswale Bypass Structures applications Installation & Maintenance See our website for installation & maintenance manuals at www.BioCleanEnvironmental.com ........ ~PP~~~q!~ .............................. . • .o4"'""~. (: __ I!).~) ,"'· . -~· y'' 'X ·-..: ' .. C:.~u.,o~~ County of Orange County of Los Angeles SAN FRANCISCO ... ~ At;:_ ESTUARY PARTNERSHIP Meets Full Capture Requirements 398 Via El Centro Oceanside, CA 92058 p 760.433.7640 f 760.433.3 7 76 www.BioCleanEnvironmental.com Bio ~Clean A Forterra Company I I I I Indicate which Items are Included behind this cover sheet: I ' I . I I . I i. Attachment Contents Checklist Sequence Attachment 2a Hyd romodification Management Included Exhibit (Required) See Hydromodification Management' Exhibit Checklist on the back of this Attachment cover sheet. Attachment 2b Management of Critical Coarse E Exhibit showing project drainage • Sediment Yield Areas (WMAA Exhibit boundaries marked on WMAA is required, additional analyses are Critical Coarse Sediment Yield • optional) / • Area Map (Required) See Section 6.2 of the BMP Design Optional analyses for Critical Coarse Manual. Sediment Yield Area Determination D 6.2.1 Verification of Geomorphic • Landscape Units Onsite 6.2.2 Downstream Systems Sensitivity to Coarse Sediment 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite Attachment 2c Geomorphic Assessment of Receiving 0 Not performed Channels (Optional) E Included See Section 6.3.4 of the BMP Design Manual. Attachment 2d Flow Control Facility Design and Included • Structural BMP Drawdown Calculations (Required) • See Chapter 6 and Appendix G of the BMP Design Manual' • Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit: The Hydromodification Management Exhibit must identify: Underlying hydrologic soil group Approximate depth to groundwater E Existing natural hydrologic features (watercourses, seeps, springs, wetlands) : Critical coarse sediment yield areas to be protected (if present) Existing topography Existing and proposed site drainage network and connections to drainage offsite Proposed grading Proposed impervious features Proposed design features and surface treatments used to minimize imperviousness E Point(s) of Compliance (POC) for Hydromodification Management Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions) Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) F' ( BMP Design Manual r February 2016 Edition Carlsbad - INNOVATION WY \ çLOKER AVE W PALOMAR GA TE WA Y RD AIRPORT RD SITE COLT PL fl: H MA E 421 H _ 0 t i AC VICINITY h#A F 427LM 415 8\\ NO SCALE 417 \ A 0 43 IMP OUS DISPERSION NOTES: D V ,L\ 1. UNDERLYING HYDROLOGIC SOIL GROUP NRCS TYPE D THERE ARE NO EXISTING NATURAL HYDROLOGIC FEATURES 7 1 A C 0 \ 0 LOCATED WITHIN THE PROJECT SITE THE PROJECT SITE IS NOT LOCATED WITHIN A CRITICAL 0 J J 0 ___ / D M A -2 COARSE SEDIMENT YIELD AREAS (ATTACHMENT 2B) i1TNiS 0 ) I. ti/I I 4. GROUND WATER IN GENERAL NOT OBSERVED IN THE TEST PITS 0 /- 7jf / XJ ! DURING GEOTECHNICAL INVESTIGATION, EXCLUDING A PERCHED 415 - 0 1 GROUND WATER CONDITION IN THE NORTHEASTERN CONRNER OF THE SITE AT A DEPTH OF 9.5 FEET BELOW THE EXISTING 7 5 A C GROUND SURFACE. 41 L 0 L (DRAINS TOBMP) / \\/ 5 CISTERN JO BIOFILTRATION BMP B;;;S DMA 1 (7.5 AC). THE UNDERGROUND CISTERN (BMP 1A) SERVES 12 I - i:il x>x / r HYDROMODIFICATION AND FLOW CONTROL PUPROSES WHILE, THE BIOFILTRATION FACILITY (BMP 1B) IS FOR POLLUTANT CONTROL. I of kfl4/ >1 THE FOOTPRINT OF BMP lB IS 1900 SF. PLEASE REFER ATTACHMENT — \j \ _- iL\ IE FOR BMP CROSS SECTION SCHEMATIC AND HMP ORIFICE DETAILS. 6. A CISTERN TO BIOFILTRATION BMP HAS BEEN PROPOSED IN DMA 2 (7.5 AC). THE UNDERGROUND CISTERN (BMP 2A) SERVES HYDROMODIFICATION AND FLOW CONTROL PUPROSES WHILE, THE it BIOFILTRATION FACILITY (BMP 2B) IS FOR POLLUTANT CONTROL. THE FOOTPRINT OF BMP 2B IS 1900 SF. PLEASE REFER ATTACHMENT IE FOR BMP CROSS SECTION SCHEMATIC AND HMP ORIFICE DETAILS. > 7. A CISTERN TO BIOFILTRATION BMP HAS BEEN PROPOSED IN 0- DMA 3 (1.8 AC). THE UNDERGROUND CISTERN (BMP 3A) SERVES jIt HYDROMODIFICATION AND FLOW CONTROL PUPROSES WHILE, THE BIOFILTRATION FACILITY (BMP 3B) IS FOR POLLUTANT CONTROL. I THE FOOTPRINT OF BMP 3B IS 750 SF. PLEASE REFER ATTACHMENT I IE FOR BMP CROSS SECTION SCHEMATIC AND HMP ORIFICE DETAILS. (DRAINS TO BMP) I 1 11 -- r 1 \ I I "-" : 8. A BIOFILTRATION BMP HAS BEEN PROPOSED IN DMA 4A (0.2 AC), 4B It (0.2 AC), 5A (0.1 AC) AND 5B (0.1 AC),THE FOOTPRINT OF BMP 4A IS 260 SF, BMP 4B IS 280 SF, BMP 5A IS 140 SF AND BMP 5B IS 60 SF. 11 it OFITR TION'7 /It 9. BMP 1 THRU 5 TREATS WATER QUALITY VOLUME FROM THEIR 'l / I RESPECTIVE DMA AND CONVEYS TO POC-1. FOR HMP MODEL NETWORK PLEASE REFER THE SWMM MODEL SCHEMATIC IN ATTACHMENT 2D. Ito 11 52P q__1 10 IN ADDITION TO THE POLLUTANT CONTROL BMPS, PRE-TREATMENT \fl \] \ \ \ it It \ '728 UNITS ARE PROPOSED UPSTREAM OF THE UNDERGROUND CISTERN IN 2i— € DMA 1 AND DMA 2 AS SHOWN IN THE EXHIBIT TO CAPTURE TRASH \ . AND DEBRIS AND FOR EASE OF MAINTENANCE. it \ it j _--,---- 11. A COMPACT PROPRIETARY BIOFILTRATION BMP (MODULAR WETLAND SYSTEM) HAS BEEN PROPOSED IN OFFSITE DMA-6 FOR POLLUTANT CONTROL ONLY. THE FOOTPRINT OF THE BMP IS 90 SF. PLEASE REFER 0 ATTACHMENT 5 FOR MORE DETAILS REGARDING WATER QUALITY 419 " \ APPROACH TO OFFSITE IMPROVEMENTS. 31- 74 5 a. H: D C il\( GR) FI'' IDMA -4]DMA NUMBER 4 DMA BOUNDARY it 15 it PROPOSED BMP '7 1FLE 4 S__, II - _- \ \ L)I1')J\..IJI*.J LOCATION OF PROPOSED COMPACT PROPRIETARY BIOFILTRATION - H c p0TE 1t'41.t. . I I \ I \I l\ I . \ MODULAR WETLAND SYSTEM - /_- - \ I I 1 BMP I \•' 0 It 'AIU~T CrIP IMPERVIOUS AREA DISPERSION (PERVIOUS LANDSCAPE) ki M A - . \ I - - , A OFFSITE SPHALT (PROPOSED) PAVED BIOFILTRATION I BA --- ------- 08 A C If OPOSED PAVEMENT MILLING OVER AINS - -- ~ EXISTING IMPERVIOUS ASPHALT P 0 FIL PROPOSED 6" RAISED MEDIAN OVER I EXISTING STRIPED MEDIAN NIY (P REATME I0IL TRM 14 / / ,7// ':I '_ • - ________________ ,,i ' OFFSITE IMPERVIOUS SIDEWALK (PROPOSED) % LAVIA & HMI '•i '' / FOR UPTOWN BERESS1 14 Q) 50 50 100 150 II - op- S1 Date: April 25, 2017 GRAPHIC SCALE 1" 50'CL LI I V I I Revised: June 09, 2017 5620 FRIARS ROAD IEGO, CA A A C r' 4€Ii 4 Revised: August 04, 2017 [ c I SAN D 61291.0 707 92110 9 /-\ L, Revised: August 29, 2017 ENGINEERING COMPANY (FAX)619.291.4165 rickengineering.com (DRAINS TBM1) J-17169A Revised: September 19, 2017 San Diego Riverside Sacramento Orange Phoen x Tucson :.. - NOT FOR_CONSTRUCTION_----_EXHIBIT FOR PDP_SWQMP REPORT ONLY I -- — -- -------- - - - - - --t I I ~ I I I 0 I I I I This exhibit reflects "potential" critical coarse sediment yield areas (PCCSY As) identified within the project site based on regional-level mapping prepared for the "San Diego County Regional Watershed Management Area Analysis" (Regional WMAA) dated April 27, 2015, which includes "2015 Regional Potential Critical Coarse Sediment Yield Areas Map" dated September 8, 2014. When PCCSY As are identified based on the regional-level mapping, the Model BMP Design Manual dated June 2015 allows for project-level evaluation to determine (!) whether geomorphic landscape units (GLUs) that the Regional WMAA classified as PCCSY As actually are present at the site [a GLU is a unique combination of slope, geology, and land use], (2) whether downstream storm water conveyance systems would be sensitive to reduction in coarse sediment load, and/or (3) whether coarse sediment originating from the site is critical to the downstream system, where "critical" means the · •sediment produced is a source of bed material to the receiving stream. Mitigation measures are only required if it is determined that coarse sediment originating from the project site is critical to stability of downstream systems conveying runoff from the project [::] Property --Streams Drain Structure Storm Drain PCCSYAreas FEMANFHL 100-YR Floodway 100-YR Floodplain RICK ENGINEERING COMPANY 0 Scale in Feet 800 1.600 n North Dote of Exhibit: 1/20/2016 SANGS I PCCSY: 03.2015 FEi'AA NFHL:03/28/2014 Eagle Aerial Image: 04/2013 Bressi Ranch PCCSY Areas JN: 17619 GEOMORPHIC ASSESSMENT FOR BRESSI RANCH (LOTS 29 THRU 32) (PRELIMINARY ENGINEERING) December 19, 2012 Job Number 16666-A GPA 12-02/MP 178(H)/CT 1.2-02/PUD 12-05 rM. ENGINEERING COMPANY I 0• I S GEOMORPHIC ASSESSMENT I FOR I BRESSI RANCH (LOTS 29 TIIRU 32) I (PRELIMINARY ENGINEERING) I Job Number 16666-A GPA 12-02IMP 178(H)/CT 12-02/PUD 12-05 IE JA Na Jaref. ~~a-T~&ba, P.E. ZD Exp. 06113 F CAO Prepared for: I Archstone Communities (Owner) Joseph J. Dominguez S 2 MacArthur Place, Suite 600 1 Santa Ana, California, 92707 1 C Prepared by: I Rick Engineering Company Water Resources Division 5620 Friars Road • I San Diego, California 92110-2596 (619)291-0707 I December 19, 2012 I I I 1 i. TABLE OF CONTENTS 1 1.0 Introduction ..................................................................................................................................... i 2.0 Point of-Compliance (POC) ...................................... . ...................................................................... 1 3.0 Domain Analysis of (DOA) ............................................................................................................. 2 4.0 Initial Desktop Analysis .................................................................................................................. 3 5.0 Field Screening: Vertical and Lateral Susceptibility ......................................................................3 6.0 San Diego BMIP Sizing Calculator Results.....................................................................................4 I FIGURES ' Figure 1: Vicinity Map ........................................................................................................................... 1 APPENDICES I .Appendix A: Geomorphic Assessment Results Appendix B: Geomorphic Assessment Exhibits 1 Appendix C: Field Photographs I I I, I I I / U , I Prepared By: Rick Engineering Company - Water Resources Division 12-19-12 I 1.0 INTRODUCTION This report summarizes the geomorphic assessment results for Lots 29, 30, 31 and 32 of the Bressi Ranch community in the City of Carlsbad (herein referred to as "the project"). The project encompasses a 17.7 acre site and is located at the southwest corner of the intersection of Palomar Airport Road and El Fuerte Street; the intersection is located approximately 0.5 miles east of the intersection of Palomar AirportRoad and El Camino Real. Gateway Road fronts the property along the south and Colt Place fronts the property along the west. j,VOV(j wr !OKii.AVI w •' /4/ OMAN • AI1110It NO '--SITE CO/I SL / WCINITY MAP -. The analysis presented herein is in support of the entitlement phase of the project which includes processing a General Plan Amendment, Master Plan Amendment, and Site Development Permit to change the land use and zoning from Commercial/Industrial to Multi-Family Residential. 2.0 POINT OF COMPLIANCE (POC) The initial step in performing the SCCWRP channel screening analysis is to identify the point of compliance (POC). Storm water runoff from the subject property is collected on-site and conveyed within an existing public storm drain system located within Gateway Road; the backbone system conveys runoff westerly within Gateway Road then southerly within Alicante Road ultimately discharging to a regional detention basin. Subsequently, the existing detention basin outfalls to an open space area, this is the geomorphic assessment point of compliance (POC). Refer to the Geomorphic Assessment exhibit located within Appendix B. - Prepared By: JJT:JMC:vsfReportIl6666-A.00 I Rick Engineering Company - Water Resources Division • 12-19-12 3.0 DOMAIN OF ANALYSIS (DOA) I) The next step is to define the domain of analysis (i.e., upstream and downstream study limits). The Final HMP, dated March 2011, specifies that the downstream domain of analysis shall be based on the following criteria (whichever is reached first governs): At least one reach downstream of the first grade-control point tidal backwater/lentic waterbody - equal order tributary A 2-fold increase in drainage area Based on the evaluation of each bullet item above, the downstream limit for the DOA is a lentic waterbody located approximately 820 feet downstream of the POC. The lentic water body is designated as a Habitat Conservation Area; said area is identified within the City of Carlsbad's Master Plan of Drainage Facilities as a "lake, reservoir, or pond." Refer to Plate'. C-3 located within Appendix B. The lentic water body is located upstream of the nearest grade control point and/or equal order. tributary. The drainage area to the POC is fl approximately 142 acres, •the total accumulated area at the lentic waterbody is approximately 193 acres. - . The upstream limit of the DOA is extended I 20 channel widths upstream of the POC. The 1upstream limit is located approximately 300 feet upstream of the POC. i Based on the above information, the study reach has been divided pursuant to the SCCWRP criteria described Jn the Final I-IMP, dated March 2011. The result is a total of three (3) reaches, Prepared By: - JJT:JMC:vs/Report/I 6666-A.001 Rick Engineering Company - Water Resources Division j 12-19-12 2 - I I I I I I I two (2) reaches downstream at 420 feet per reach and one (1) reach upstream at 300 feet. I Photographs from the field visit are included in Appendix C. 4.0 INITIAL DESKTOP ANALYSIS I Once the domain of analysis is defined, the Final HMP requires an initial desktop analysis to be completed. The required input data in the initial desktop analysis are contributing area in square I miles, mean annual precipitation in inches, valley slope, and valley width in meters. This information was obtained using City of Carlsbad topographic information (5-ft index contours), I aerial photogrammetry dated March 2009, area-weighted annual precipitation via USGS, and the City of Carlsbad's Master Plan of Drainage Facilities. The initial desktop analysis for each reach is included in Appendix A. 5.0 FIELD SCREENING: VERTICAL AND LATERAL SUSCEPTIBILITY After the initial desktop analysis is completed, a field visit is required to assess the vertical and 1 lateral susceptibility of each channel reach for each DOA. As part of the field visit, measurements are conducted including observations or pebble counts to determine d50, I measurements of the bank height and bank angle, and assessing bottom widths of the channel. These field observations and measurements are used throughout the channel screening tool to identify a vertical susceptibility rating and lateral susceptibility rating. These ratings then correlate to a low, medium, or high susceptibility for vertical and lateral susceptibility, which I then results in a combined channel susceptibility for each reach. I In order to assess vertical susceptibility rating, a SCCWRP vertical susceptibility flow chart in the Final HIvIP, dated March 2011, was used as a guide to determine each reach's susceptibility. - In regards to the channel bed resistance, "Intermediate Bed" was selected for each reach since the existing channels are densely vegetated, which is most representative of the "hardpan of I uncertain depth" criteria. Since the Intermediate Bed was selected, additional steps were - required to determine the vertical rating and susceptibility. In order to determine the vertical I rating, three (3) risk factors needed to be evaluated: armoring potential, grade control, and proximity to incision threshold. A letter grade (A = 3, B = 6, and C = 9) was assigned to each Prepared By: JJT:JMC:vs/ReportJI6666-A.00I . Rick Engineering Company - Water Resources Division 12-19-12 - 3 11 I I. risk factor based on the field observations and SCCWRP guidelines. As a result, each reach received the following grades for each risk factor: B for armoring potential, B for grade control and B for proximity to incision threshold. Therefore, with the SCCWRP vertical susceptibility rating equation, each reach in Basins 200 and 300 receive a rating of 6.0. Since this rating is greater than 4.5 but less than 7, the vertical susceptibility is "medium," as defined by SCCWRP. Please refer to the supporting vertical susceptibility forms in Appendix A for more details. In a similar manner, a SCCWRP lateral susceptibility flow chart in the Final J-[1vIP, dated March 2011, was utilized to assess the lateral susceptibility for each reach. It was determined that each reach exhibited the following characteristics: (1) densely vegetated with both banks consolidated, (2) bank instability factor of less than 10 percent, vertical rating less than high, and (4) a valley width index (VWI) greater than 2. Therefore, according to the SCCWRP Form 5, titled Sequence of Lateral Susceptibility Questions Option, the channels received a "medium" rating for lateral susceptibility. Please refer to the supporting lateral susceptibility Appendix A for. more details.- In summary, the vertical and lateral susceptibility for the channel reaches downstream are ! "medium." 6.0 SAN DIEGO BMP SIZING CALCULATOR RESULTS I The final step of the geomorphic assessment is to determine the channel susceptibility and low flow threshold using the San Diego BMP Sizing Calculator (i.e., "POC" tab). The required input I data in the San Diego BMP Sizing Calculator are watershed area, vertical susceptibility, lateral susceptibility, channel bed material, channel top width, channel bottom width, channel height I and channel slope. The San Diego BMP Sizing Calculator output, including the supporting SCCWRP èhannel screening results, is included Appendix A. The San Diego BMP Sizing I Calculator identified "medium" channel susceptibility with 0.3Q2 for each reach. Therefore, the SCCWRP channel screening analyses and the San Diego BMP Sizing Calculator show that the I-IMP analyses can be modeled using 0.3Q2. I - 4 I Prepared By: JJT:JMC:vs/Report./I6666-A.001 Rick Engineering Company - Water Resources Division 12-19-12 '-4 I I I APPENDIX A I Geomorphic Assessment Results I - San Diego BMP Sizing Calculator Results - Initial Desktop Analysis Results 1 --SCCWRP Vertical Susceptibility Results - SCCWRP Lateral Susceptibility Results I - SCCWRP Probability of Mass Wasting Results . I I I I I' I I 1 Prepared By uT JMC vs/Repo16666-A.001 Rick Engineering Company - Water Resources Division 12-19-12 I S. CA Hydromodification Screening Tool version 1.0 user Iicironenckenaneerino,com I stream: Reach I - Channel Upstream of POC latitude (decimal degrees): 33.12321 longitude (decimal degrees): -117.26331 FORM 1: INITIAL DESKTOP ANALYSIS GIS metrics and screening indices (for detailed instructions/examples see 'Field Screening Companion Document') Symbol Variable units Value Description & Source - A Drainage Area mil I 0.01 I contributing drainage area to screening location via published HUCs and/or 30-rn (or better) National Elevation Data - (NED), USGS seamless server Mean annual inches 142 area-weighted annual precipitation via USGS delineated polygons using records from 1900 to 1960 (which was more precipitation ___________ significant in hydrologic models than polygons delineated from shorter record lengths) ___________ valley slope at site via NED, measured over a relatively homogeneous valley segment as indicated by slope, hillslope Sv Valley slope m/m 0.038 I coupling/confinement, valley alignment, confluences, etc., over a distance of up to -500 meters or 10% of the main- channel length (whatever is smaller) valley bottom width at site between natural valley walls as dictated by clear breaks in hillslope on NED raster, W. Valley width meters I 23 I irrespective of potential armoring from floodplain encroachement, levees, etc. (imprecise measurements have negligible effect on rating in wide valleys where VWI >>2, as defined in lateral decision tree) Q1 Ods 1 0-year Peak ft3/s I 3j Q1 = 18.2 *A 0.87 * 0.77 (Hawley and Bledsoe, In review) flow, US units b0Y:er peak m3/s I 0.0711 Q10 0.0283Q1 INDEX 10-year mobility m15/s°5 k 0i010I INDEX SQ1o °5 index W 1 Reference width meters 1 —2.21-1 Wref 6.99*Q10 0438 VW Valley width m/m 10:40 I VWlWvIWrei index .-. - I S. CA Hydromoditication Screening Tool version 1.0 - user: Iicironerickengineering,com stream: Reach 2 - Channel Downstream of POC latitude (decimal degrees): J1232J longitude (decimal degrees): F117.26331 FORM 1: INITIAL DESKTOP ANALYSIS GIS metrics and screening indices (for detailed instructions/examples see 'Field Screening Companion Document') Symbol Variable units Value . Description & Source A Drainage Area 2 mi I 0.291 contributing drainage area to screening location via published HUCs and/or 30-rn (or better) National Elevation Data (NED), USGS seamless server Mean annual inches area-weighted annual precipitation via USGS delineated polygons using records from 1900 to 1960 (which was more precipitation significant in hydrologic models than polygons delineated from shorter record lengths) ___________ valley slope at site via NED, measured over a relatively homogeneous valley segment as indicated by slope, hillslope Valley slope rn/rn 0.0244 I coupling/confinement, valley alignment, confluences, etc., over a distance of up to -500 meters or 10% of the main- channel length (whatever is smaller) valley bottom width at site betweennatural valley walls as dictated by clear breaks in hillslope on NED raster, W, Valley width meters I 23 irrespective of potential armoring from floodplain encroadhement, levees, etc. (imprecise measurements have negligible effect on rating in wide valleys where VWI >>2, as defined in lateral decision tree) Q10 iearpe flow, US units ft3/s 7,418 I = 18.2 * A°°7 P ° (Hawley and Bledsoe, In review) Q10 10-year peak m3/s I ,135J Q10 = 0.0283 * Q10 flow INDEX 10-year mobility index m'°/s°5 I •,0028l INDEX S * - Wrei Reference width meters t• 798 I 0.438 w = 6.99 *Q10 VWI • Valley width index rn/rn I 288 I V\Nl = W, / Wret S. CA Hydromodification Screening Tool version 1.0 user: Jicironec.rickengineering.com I stream: latitude (decimal degrees): 33.12321 longitude (decimal degrees): -117.2633 Reach 3 - Channel Downstream of POC FORM 1: INITIAL DESKTOP ANALYSIS GIS metrics and screening indices (for detailed instructions/examples see • Field Screening Companion Document) Symbol Variable units Value Description & Source A Drainage Area 2 mi I 0.3 I contributing drainage area to screening location via publishedHUCs and/or 30-rn (or better) National Elevation Data (NED), USGS seamless server Mean annual inches I I 14 2 area-weighted annual precipitation via USGS delineated polygons using records from 1900 to 1960 (which was more precipitation significant in hydrologic models than polygons delineated from shorter record lengths) - ___________ valley slope at site via NED, measured over a relatively homogeneous valley segment as indicated by slope, hillslope Valley slope rn/rn Lp0244 I coupling/confinement, valley alignment, confluences, etc., over a distance of up to -500 meters or 10% of the main- channel length (whatever is smaller) - ___________ valley bottom width at site between natural valley walls as dictated by clear breaks in hilislope on NED raster, W, Valley width meters I 23 I irrespective of potential armoring from floodplain encroachement, levees, etc. (imprecise measurements have negligible effect on rating in wide valleys where VWI >>2, as defined in lateral decision tree) 010cfs 1 0-year peak flow, US units ft31s F_____49_1 Qio = 18.2 * A"' * 0.77 (Hawley and Bledsoe, In review) 10 10-year peak m3/s I t39 I Q10 = 0.0283 * Q - flow INDEX 10-year mobility. rn15/s°5 F 0;029I INDEX =S*QioO.Oindex - - Reference width meters 8.08 I W 1= 6.99 *Q10 0.438 Valley width -, rn/rn I 2.85.I VW1WW I I I I I I I I I 1 I 1 I I I I I I I Basin Characteristics Report Page 1 of 1 Basin Characteristics Report Date: Wed Dec 19 2012 10:18:35 Mountain Standard Time NAD27 Latitude: 33.1217 (33 07 18) NAD27 Longitude: -117.2607 (-117 15 39) NAD83 Latitude: 33.1217 (33 07 18) NAD83 Longitude: -117.2616 (-117 15 42) Parameter Valu Area, in square miles 02 Mean annual precipitation, in inchesI] http://streamstatsags.cr.usgs.gov/gisimg/Reports/BasinCharsRepo 1545044_20 12121910... 12/19/2012 USGS StreamStats StreamStats Print Page Bressi Ranch "' .,.. . ,., .... -- ! 12/19/2012 10:23:00 AM * Olobatllatershecf'olrt @ Centroid ~ ExckJdePOly -streams synthetic Stre11Tl G rld • 0 OlobalWatershed Page 1 of 1 Gaging StatlOI\ Contnuous Record Low Flow, Partial Record "' Peak Flow. Partial Record A Peak and Low Flow, Partial Record A Stage Only 4 Low Flow, Partial Record, Stage A Miscellaneous Record http://streamstatsags.cr.usgs.gov/ca_ss/default.aspx?stabbr=ca&dt=1355935278237 12/19/2012 I I I I I I I I- I .1 I I I I I I I I I S.CA Hydromodifiuetion Screening Tool re,rjen 1.0 use, Ofl(fl5jftgei(ppppp1 Shoenc Roach 3.Chaeeel DoWnstream of P(>C - tatitode 1.33.12321 tenghudotL7.263 I IIIIiI FORM 3: PEBBLE COUNT & MOBILITY INDEX THRESHOLD Pebble Count III is eecessary to estimate dog perform a pebble count using e misi,eun, 0(100 partides with 8 standard phi template or by measuring along the intermediate eats Count Stait djg1g1 of each pebble. Use a grid and tape for systeeraliofcemptete transacts across - note sections (i.e. if the tooth pothole is in the middle ate treesecl, complete the I0 2 (us transect before stopping the count). ttttees (sertd'silt) am less than 144nch 2 1 2 thick (- one finger wrdth) at point of sample. Iris appropriate to sample the 3 2 2 coaster buried 55551mb; otheremse record an observation of rims (i.e. 5 2mm, 4 5 6 3 4 b 2 recorded In spreadsheet as mm). Take photographs to support the resutts. 7 8 6 7 ______________________________ + total It tco mI %oaed 13 7 2 ntabtttty index mobility Index Incision/ 14 6 SQ001 cartespondtngto Braiding 15 5 2 Im"Iso. 50% risk for d. Risk 00265 I MIN Pebble cocci data I,, the table on the loll are -ample data far ttteetreimmrme purposes only. Yes most replace these data with carat pebble count data from your field coo. Once populated the pebble count results rats be used to automatically populate fields on Farm 2 and Farm 4. M on field reconnaissance soil particles for each re observed to be less than 2-mm; therefore, le count diameter is input as 2-mm. I - Section 6 Hydromodification Management Plan I REACH 1/ REACH 2/ REACH 3 I , SCCWRP VERTICAL SUSCEPTIBILITY DECISION TREE Figure 6-4 I - Figure i 6-2 CHANNEL BED RESISTANCE I { V * LABILE BED INTERMEDIATE BED COARSE/ARMORED BED I Sanddominated d c it mm - - k d a e - . dio > 128mm : Boulder/large cobble % surface sand> 25' Ha pan of uncertain tightly packed Loosely-packed pth extent endibil 5% sand Continuouv concrete GH 6 4 SK FACT 0 R— LOW NO 7 lity 41 ) armoring potential !! HIGH .1 and CEM proximity to : Figure 4 orill go to bed 1 bility checklists and incision V YES ERY HIGH diagram check - l Fill out sccwrn scoring 4 criteria to determine if the See Attached iqgchannel has a HIGH I * jr LOW susceptibility I - 1 4 4,1 I - HIGH'R I J HIGH JMEDIUMII LOW I Susceptibility 6-5 Fig1ire 6-4SCCWRP Vertical Susceptibility II I * I A 0 )( 0 REACH 1 / REACH 2 / REACH 3 Form 3 Support Materials Form 3 Checklists 1 and 2, along with information recording in Form 3 Table 1, are Intended to support the decisions pathways illustrated in Form 3 Overall Vertical Rating for Intermediate/Transitional Bed. A B C Form 3 Checklist 1: Armoring Potential A mix of coarse gravels and cobbles that are tightly packed with <5% surface material of diameter <2 mm Intermediate to A and C or e, spatial extent (longitudinal and depth), or unknown armorin t ntial due to surface veneer covering gravel or coarser ayer encoun ere w1 probe Gravels/cobbles that are loosely packed or >25% surface material of diameter <2 mm Form 3 Figure 2. Armoring potential photographic supplement for assessing intermediate beds (16 < d5o < 128 mm) to be used 1n conjunction with Form 3 Checklist 1. ******************************* ARMORING NUMERIC VALUE: B=6 ******************************* Figure 7. Continued 17 0 A X B C C REACH 1 / REACH 2 / REACH 3 Form 3 Checklist 2: Grade Control Grade control is present with spacing <50 m or 21Sv m • No evidence of failureAneffectiveness, e.g., no headculting (>30 cm), no active mess westing (analyst cannot say grade control sufficient if mass- wasting checklist indicates presence of bank failure). no exposed bridge pilings, no culverts/structures undermined • Hard points In serviceable condttion at decadal time scale, e.g., no apparent undermining, flanking, falling grout • If geologic grade control, rock should be resistant Igneous and/or metamorphic; For sedlmenta,v/hardpan lo be classified as ·grade control', it should be of demonstrable strength as Indicated by field testing such as hammer test/borings and/or Inspected by appropriate stakeholder Grade control absent, spaced >100 m or >4/Sv m, or clear evidence of Ineffectiveness Form 3 Figure 3. Grade-control (conditiont photographic supplement for assessrng intermediate beds (16 < dso < 128 mm) to be used In conjunction with Form 3 Checklist 2. *********************************** GRADE CONTROL NUMERIC VALUE: 8=6 ******•**************************** Figure 7. Continued 18 REACH 1 / REACH 2 / REACH 3 Regionally-calibrated Screening Index Threshold for lnclsinglBralding For transitional bed channels (dee, behwen 16 and 128 mm) or lablle beds (channel not Incised past critical bank height), use Form 3 Figure 3 to determine Screening Index Score and complete Form 3 Table 1. Z"' -o Q ~0.01 0.001 0.1 1 dso (mm) 10 • Stable x Braided 10%risk --50%risk 100 + hcising 90% risk GIS-derived: l O yr flo ..... & vulli>y slope Field-derived: d ,, ~ ( 1 00-pebble count) 128 0.145 Is 96 0.125 ·; ~ 80 0.114 Cl <O 64 0.101 CII ..-ex: JU ~ if 48 0.087 '& 32 0.070 0 .J 16 0.049 8 0.031 di E e> E 4 0.026 ex: <O ~ .. 2 0.022 -~ V 1 0.018 .J J 0.5 0.015 Form 3 Figure 4. Probability of Incising/braiding based on logistic regression of Screening Index and deo to be used In conjunction v.ith Form 3 Table 1. Form 3 Table 1. Values for Screening Index Threshold (probablllty of Incising/braiding) to be used In conjunction v.ith Form 3 Figure 4 (above) to complete Form 3 Overall Vertical Rating for lntermedlate/Transltlonal Bed (belo c e I I e o • = <50% probablllty of Incision for current Clio, valley slope, and deo B = ar P.an/ in e ermlnate; and C = ?50% probability of Incising/braiding for current a,o, vall deo (mm) From Form 2 Sv*010°.5 (mu /so.s) From Form 1 S.. "Q,/.5 (m u ,so.e) 50% risk of incising/braiding **************************************** SCREENING INDEX SCORE NUMERIC VALUE : B=6 **************************************** Screening Index Score (A, B, C) Overall Vertical Rating for Intermediate/Transitional Bed Calculate the overall Vertical Rating for Transltlonal Bed channels using the formula below. Numeric values for responses to Form 3 Checklists and Table 1 as follows: A = 3, B = 6, C = 9. Vertical Rating= {(,I armoring• grade co,itrol) • screening index score} Vertical Susceptlblllty based on Vertical Rating: <4.5 = LOW; 4.5 to 7 = MEDIUM; and >7 = HIGH. Figure 7. Continued **************************************** VERTICAL RATING = [(6 x 6)1\(l/2) x 6]1\(1/2) = 6 VERTICAL SUSCEPTIBILITY= MEDIUM **************************************** 19 REACH 1 / REACH 2 / REACH 3 FORM 4: LATERAL SUSCEPTIBIL TY FIELD SHEET Circle appropriate nodes/pathway for proposed site OR use sequence of questions provided in Form 5. (Sheet 1 of 1) Figure 12. Form 4: lateral Susceptibility Field Sheet. Complete set of assessment forms in Appendix 8. 24 FORM 5: SEQUENCE OF LATERAL SUSCEPTIBILITY QUESTIONS OPTION Enter Lateral Susceptibility (Very High, High, Medium, Low) in shaded column. - Mass wasting and bank instability from Form 6, VWI from Form 4, and Vertical Rating from Form 3. Lateral Susceptibility Channel fully confined with VWI —1 - connected hillslopes If YES, OR fully-armored/engineered bed and banks in good then LOW condition? If NO, If YES, Is there active mass wasting or extensive fluvial erosion VWIS 2 = HIGH, (>50% of bank length)? VWI > 2 = VERY HIGH FPO, ItE~SS3 How many risk factors present? Risk Factors: ability p> 10% • All three = VERY HIGH o ating 2! High If NO, -- If YES, Are banks either consolidated or unconsolidated with coarse How many risk factors present? toe of d > 64 mm? Risk Factors: VWI >2 Two = HIGH Vertical rating -2: High • One = MEDIUM None = LOW If NO, How many risk factors present? At least one bank is unconsolidated with toe of d <64 mm Risk Factors: VWI > 2 • Two = VERY HIGH Vertical rating 2: High • One = HIGH None = MEDIUM - (Sheet] of]) Figure 13. Form 5: Sequence of Lateral Questions Option for lateral susceptibility assessment., Complete set of assessment forms in Appendix B. 25 ' o Stable - - 10% Risk - 50% Risk •90% Risk X Unstable 4 i x 0 ' ' x X x I .0 . ' 0 x B ' = 0000 X1X x XX x . X 1 00 0'U x,Jc 00 0 00 o1b ,,- "'-. 00 40 50 60 70 80 90 Bank Angle (degrees) I I I cijTJ 30 7.6 35 4.7 40 3.7 45 2,1 50 1.5 55 1.1 60 0.85 65 0.66 70 ' 032 80 0.34 90 0.24 o 30 I REACH 1/REACH 2/REACH 3 I FORM 6: PROBABILITY OF MASS WASTING BANK FAILURE If mass wasting is not currently extensive and the banks are moderately- to well-consolidated, measure bank height and angle at several locations (i.e., at least three, locations that capture the range of conditions present in the study reach) to estimate representative values for the reach. Use Form 6 Figure I i below to determine if risk of bank failure is >10% and complete Form 6 Table 1. Support your results with photographs that include a protractor/rod/tape/person for scale. I Bank Angle Bank Height Corresponding Bank Height for Bank Failure Risk (degrees) (m) 10% Risk of Mass Wasting (m) (<10% Risk) 1 Right Bank ii Form.6 Figure 1. Probability Mass Wasting diagram, Bank Angle:Heightl% Risk table, and Band Height:Angle schematic. (Sheet 1 of 1) Figure 14. Form 6: Probability of Mass Wasting Bank Failure for lateral susceptibility assessment. Complete set of assessment forms in Appendix B. 26 I I I I REACH 1— CHANNEL UPSTREAM OF POC 'U ç'flP Define Drainage Basins Basin: Bressi Ranch Project: Bressi Ranch _H H oc LLl Manage Your Point of Compliance (POC) Analyze the receiving water at the 'Point of Compliance by completing this form. Click Edit and enter the appropriate fields, then click the Channel Susceptibility: MEDIUM J Update button to calculate the critical flow and low-flow threshold condition. Finally, click Save to commit the changes. Low Flow Threshold: I FUD7 II Channel. Yes Vertical Assessed: Susceptibility: Medium (Vertical) Watershed Lateral Area (ac): 16.83 Susceptibility: Medium (Lateral) Material: Vegetation Roughness: FP _T0 Channel Top Width (It): 1.2.0 Channel Bottom Width (It): 10.0 Channel Height (11) 1.0 Channel Slope: REACH 2— CHANNEL DOWNSTREAM OF POC Define Drainage Basins Basin: Bressi Ranch Project Bressi Ranch ska. LII IF LI poc LI Manage Your Point of Compliance (POC) Analyze the receiving water at the 'Point of Compliance' by completing . ..... ........ ........- .... this form. Click Edit and enter the appropriate fields, then click the Channel Susceptibility: jMEDIUM Update button to calculate the critical flow and low-flow threshold ___________________ condition. Finally, click Save to Commit the changes. Low Flow Threshold: ul Channel Me Vertical d i Yes . um (Vertical) Assessed: Susceptibility: Watershed 1184,58 Lateral Medium (Lateral) Area (ac): Susceptibility: Material: Vegetation Roughness: IO.100j Channel Top Width (It): 12,0 Channel Bottom Width (It): 10,0 - Channel Height (It): 1,0 Channel Slope: 0.024 E] I I I I, I I I I I I I I I, I I REACH 3— CHANNEL DOWNSTREAM OF POC Define Drainage Basins Basin. Bressl Ranch Project. Bressi Ranch Jr I I e POC Manage Your Point of Compliance (POC) I Analyze the receiving water at the Point of Compliance by completing this form. Click Edit and enter the appropriate fields, then click the Channel Susceptibility: MEDIUM Update button to calculate the critical flow and low-flow threshold condition. Finally, click Save 10 commit the changes. Low Flow Threshold: 0.3Q2 JI Channel .... - Vertical --- Assessed: Yes Susceptibility: Medium (Vertical) I, Watershed Susceptibility: Lateral ......... Area (ac): - . 192.79 Medium (Lateral).. I Material: Vegetation Ro ughness: O.100j - Channel lop Width (It): 112.0 . .$ Channel Bottom Width (It): 10.0 Channel Height (It): 11.0 Channel Slope: 0.024 . L I I I I I 1 I I 1. 0 I APPENDIX B I f Geomorphic Assessment Exhibits IM I 0: . 0 • •0 • I I ( I I I Prepared By JJT JMC vs/Report/16666 A 001 Rick Engineering Company - Water Resources Division 12-19-12 BRESSI RANCH -GEOMORPHIC ASSESSMENT Filepath: J:\16666\GIS\16666_GA.mxd Exhibit Date: December 13, 2012 REC JN: 16666 & '"' .. ,n·.J~ Al i:..111lstioo -v,_ !. "'pky 0 1,000 ~~~~iiiiiiiiiiiiiiiiiiil~~~~~~~ Feet 250 500 a ··,·· Project Extent \ p,.l',)3~0 ~ -Reach O::b ~ ... f-.+.J Lentic Waterbody o Structures -Storm Drain -5-ft Contours O~a Sou=s: ltf DI t1 SanGIS Roads -February 2006 t'lvlNEERING CO\iPA~' Aenal Photo March 2009 I I ~ I I I f f I ! ' j I f '1 !1 I : ~ - I l I I i ' • i X 'l ~ ~-----'*~~., ~ , r - ............ ..,, ~ / B-3 ----="~~::::::_~~~1~~~0 -/~:re { f -~ ~ t . ' ' ' ' ' ' ( ~ \ G ""'~'rc · \ "--r- \ ~ <S:'= ..,,= L-. p ' ~ \ .r--L ~ : I u,: C ' ~ !i :'11,,,vo 00 J·r C\I ... : '1 Iii 0lll ' ~' ' ' ' t I ---' ~ ~ --'~Fll'i ' i ~ /1·' J <D '-----'-----li; . ~ ~ ,, 0 BASI\' C P_91Nsm rA 1N illQ1Ll! !ilPIA > ;: !Jlj vl· ;;: ~~---- ~ H.\SL\ Il ' -' ~ / --t ?/<--\/ '\ -< n If. I / '\ ' ~ r---- \ \ ~-i' -< ,. :,J :,J ~ .,;;:; I I ~ ' ../1 J ,/' 'I: I :,C I ,1~ ~o<o'-~ -J'Oi>-. -· lt-'1''"0 Lentic Wat erbody~ I l:, 't" ~ J> ~ c}' 0' l \ BA~II\ D I R \' ~r-(D:~ .~~, I ?!2~SL-<~~ D-3 ........ ,>Q\l'c,~l1''-" > C 0 ~ :u 0 z z ~ 1'. 5 z GATEWAY RD ~ DISCOVERY RD INGLETON AV O__\'ili_GARDEN R RUNDEL.f AV DOGWOOD RD 7 ! T"< -$'. .,_-,.':· . ' ~<;;,~ :v!· l/ ~-~~ : ---- ' ~~ PLATB nrnu ---------: ·Basin \ 2 --,_,",.'ts '•-• •-•-• ( . : ' ' \_, \ ' C-1 \ ' ' Basin B L./\ B-2 B-3 I L B-4 C-2 l • J Basu c-j \ B L .. Basin D "( D-1 ·-· \ D-2 D-3 \r--\ ........... ----......, E-2 r' ~-h • ~ O<IO SCill IN nJ<T .LEGElm EXI.S'n'.NG ST'ORW DRA.DfS UMD!R 12· 15· TO 24• 30• TO .a· .ABOVE .a· ------DITCH --,._ • -- - - - - - -PROPOSED STORM DRAIN OR DR.AINA.GE FJ.CIUTY C=::> LAD, RES:P:Vom, OR POND RIVER OR STREAM Basin BUZNA. VISTA WATERSHED Ba:,; i n B •Gu• HEl)IOND• "•= B a ,-. i n C 1:NCIN!S CREEK "•TZRSHED Basin D s.nQunos nTERSHJm lr.lTERSHED DMDE BM FACIUTY OESJGMAffON D-4 •-• 1'1nt. letter ta BJ.SIN DESIGNATOR FollO'tl'UI.I letter(•) are the FA.CIUn' DESIGNATOR -----PROPOSED PLA1iNXD LOC.U. <== --• -, ·-0 DBAINAGE (PU>) !REA BOUND.<RY ENHANCED NA'n.JRAL CHANNEL PROPOSED INHAN'C!D N'A.TI.IRAL t1WOiEL MAJOR CRECK now EXISTDlG DETDi'TION BASIN PROPOSED SEDIMENTAnON BASIN EIISTING SEDDiENT.a.TION B.ASIN' crrv or CJ.RISBAD BOUNDARY PLATE C-3 I '1 ' I _r I I MASTER PLAN OF DRAINAGE FACILITIES "'°""' ""'""" CITY OF CARlSBAO Nov''2oo7 J "rn2~ BROWN AND C ALDWELL 8".N' DISOO. C...u:roRNU 11/ ;•' I APPENDIX C 1 Field Photographs k. 1 I - If -, * I I I 11 Prepared By JJT JMC vs/ReportJ16666 A 001 Rick Engineering Company - Water Resources Division - 12-19-12 I Photograph 1: Existing Detention Basin and Concrete Overflow Photograph 2: Storm Drain Outlet at Alicante Road Photograph 3: (Reach 2) Top of Left Bank Looking Downstream -Densely Vegetated Photograph 4: (Reach 2) 35-40 Feet Left of Thalweg -Densely Vegetated Photograph 5: (Reach 2) Gravelometer on Channel Bed Photograph 6: (Reach 2) Thalweg of Channel Photograph 7: (Reach 3) Top of Left Bank Looking Downstream -Densely Vegetated Photograph 8: (Reach 3) Thalweg of Channel Photograph 9: (Reach 3) Gravelometer of Channel Bed Photograph 10: (Reach 3) Densely Vegetated Photograph 11: Lentic Waterbody -Habitat Conservation Area (15-ft Tall Reeds) Photograph 12: (Reach 1) Top of Right Bank Looking Downstream -Densely Vegetated Photograph 13: (Reach 1) Looking Downstream on Ridgeline Photograph 14: (Reach 1) Gravelometer of Channel Bed I I 1 ATTACHMENT 2D 1 Flow Control Facility Design and Structural BMP Drawdown Calculations 5 Includes the following EPA SWM1vI v5.1 I-IMP Analysis Materials - SWMM Model Inputs I . - SWM,M Model Outputs - Compact Disc (CD): Electronic Files for HMP Calculations - I 'I. ,.. I I . . . I I I BMP Design Manual . February 2016 Edition ' 5 it of 5 Carlsbad 11 I Hydromodification Modeling I The project uses EPA SWMM computer program to address the hydromodification requirements of the project. The project uses Oceanside rainfall station based on Figure G.1-1: Rainfall Station Map and the proximity of the project area to the station. The inputs for the model are based on Appendix G: Guidance to Continuous Simulation and Hydromodification Sizing Factors, Carlsbad BMP Design Manual dated February 2016. Please refer to Attachment 2D: SWMJVI Model Inputs for the specific input parameters used for the model. Geomorphic channel assessment was conducted for the project to determine the sizing factor for hydromodification flow control'and the lower flow threshold was assessed to be 0.3*Q2. Please refer Attachment 2C for the report titled, "Geomorphic Assessment for Bressi Ranch (Lots 29 thru 32)", dated December 19, 2012. The project consists of five (5) DMAs (DMA 1-5) draining to a single POC (POCI). Please refer Attachment 2A: Hydromodification Management Exhibit. Underground vaults (StormTrap) upstream of the proposed biofiltration facilities in DMA 1, 2 and 3 will control the flows for water quality and hydromodification purposes. Low flow openings set at the flowline of the vault allows the water quality flows to drain to the biofiltration facilities downstream. This allows for biofiltration facilities with much smaller footprint but still meet all the pollutant control requirements per the BMP design manual. A mid-flow orifice and high flow weir set above the required design capture volume acts as flow control for hydromodification. Detailed outlet work designs for the proposed BMPs are included in Attachment 1E. SWMM model outputs have been included in the report comparing, the flow frequency and flow duration curves for the pre-project and mitigated post-project runs in Attachment 2D: I SWMI'vl Model Outputs. Drawdown times for the underground vaults and biofiltration BMPs have been calculated using HEC- 1 program. Data obtained from TAPE 21 as resulted from HEC-1 analyses have been included in Attachment 21): SWMJvI Model Inputs. The underground vaults have been designed to drain in, less than 96 hours. The Biofiltration BMPs have been designed to drain in less than 36 hours. I I I BMP Design Manual r of February 2016 Edition / Carlsbad I Uptown Bressi BMP 1A JN - 17169A June 06, 2017 Drawdown Time Calculations - BMP IA Note: Following data were obtained from TAPE 21 as resulted from HEC-1 analyses. Each ordinate = 20 minutes at HMP, WSEL HMP 4.573 (acre-feet) 0.595 @ (ft) 3.69 0 (cfs) Ordinate I 1st 2nd 3rd 4th 5th 6th 7th 8th 9th 10th 0 4.573 3.287 2.01 1.194 . 0.71 0.422 0.251 0.219 0.217 0.215 200 0.213 0.211 0.209 0.207 0.205 0.203 0.202 0.2 0.198 0.196 400 0.194 0.191 0.189 0.186 0.184 0.181 0.179 0.176 0.174 0.172 600 0.169 0.167 0.165 0.163 0.16 0.158 0.156 0.153 0.149 0.145 800 0.141 0.138 0.134 0.13 0.127 0.123 0.12 0.117 0.114 0.111 1000 0.106 0.105 0.102 0.1 0.097 0.094 0.092 0.089 0.087 0.085 1200 0.083 0.08 0.078 0.076 0.074 0.072 0.07 0.068 0.067 0.065 1400 0.063 0.061 0.06 0.058 0.057 0.055 0.054 0.052 0.051 0.05 1600 0.048 0.047 0.046 0.045 0.043 0.042 0.041 0.04 0.039 0.038 1800 0.037 0.036 0.035 0.034 0.033 0.032 0.031 0.031 0.03 0.029 2000 0.028 0.027 0.027 0.026 0.025 0.025 0.024 0.023 0.023 0.022 2200 0.022 0.021 0.02 0.02 0.019 0.019 0.018 0.018 0.017 0.017 2400 0.016 0.016 0.016 0.015 0.015 0.014 0.014 0.014 0.013 0.013. 2600 0.013 0.012 0.012 0.012 0.011 0.011 0.011 0.01 0.01 0.01 2800 0.01 3000 3200 3400 3600 3800 4000 4200 4400 4600 4800 5000 5200 5400 5600 5800 6000 6200 6400 6600 6800 7000 7200 7400 Drawdown Time to Basin Bottom (hours): 47.0 <96 HRs 11 R:\17169-A-Uptown-Bressi-Ranch\WaterResources\HydrauIics.orawdownvt7169A_Drawdown_Time.xls Uptown Bressi JN - 17169A June 06, 2017 Drawdown Time Calculations - BMP 2A Note: Following data were obtained from TAPE 21 as resulted from NEC-i analyses. Each ordinate = 20 minutes , at HMP WSEL HMP 2.83 0.483 @ 4.09 (acre-feet) (ft) (cfs) Ordinate I 1st 2nd 3rd 4th 5th 6th 7th 8th 9th 10th 0 2.83 1.771 1.099 0.683 0.424 0.263 0.214 0.212 0.209 0.207 200 0.205 0.203 0.201 0.199 0.197 0.195 0.193 0.192 0.19 0.188 400 0.186 0.184 0.182 0.179 0.177 0.175 0.173 0.17 0.168 0.166 600 0.164 0.162 0.16 0.158 0.156 0.154 0.152 0.15 0.148 0.146 800 0.144 0.142 0.14 0.138 0.137 0.135 0.133 0.131 0.13 0.128 1000 0.126 0.122 0.119 0.115 0.112 0.109 0.106 0.103 0.1 0.097 1200 0.094 0.091 0.089 0.086 0.084 0.081 0.079 0.077 0.075 0.073 1400 0.07 0.068 0.066 0.065 0.063 0.061 0.059 0.058 0.056 0.054 1600 0.053 0.051 0.05 0.048 0.047 0.046 0.044 0.043 0.042 0.041 1800 0.04 0.038 0.037 0.036 0.035 0.034 0.033 0.032 0.031 0.03 2000 ' 0.03 0.029 0.028 0.027 0.026 0.026 0.025 0.024 0.023 0.023 2200 0.022 0.022 0.021 0.02 0.02 0.019 0.019 0.018 0.018 0.017 2400 0.017 0.016 0.016 0.015 0.015 0.014 0.014 0.014 0.013 0.013 2600 0.012 0.012 0.012 0.011 0.011 0.011 0.01 0.01 0.01 0.01 2800 3000 . 3200 3400 3600 3800 4000 4200 4400 4600 4800 5000 5200 . 5400 5600 5800 , 6000 6200 6400 6600 6800 7000 7200 7400 Drawdown Time to Basin Bottom (hours): 46.7 <96 HRs BMP 2A R:\17169-A-Uptown-Bressi-Ranch\WaterResources\Hydraulics\Drawdown\17169ADrawdownTime.xls I: Uptown Bressi BMP 3A JN-17.169A June 06, 2017 Drawdown Time Calculations - BMP 3A I Note: Following data were obtained from TAPE 21 as resulted from NEC-i analyses. Each ordinate = 20 minutes Q.. ,, at HMP, WSEL HMP 1.055 0.122 @ (acre-feet) (ft) - (cfs) I Ordinate I 1sf 2nd 3rd 4th 5th 6th 7th 8th 9th 10th 0 1.055 0.513 0.243 0.103 0.067 0.066 0.065 0.064 0.063 0.063 200 0.062 0.061 0.06 0.06 0.059 0.058 0.058 0.057 0.056 0.055 400 0.054 0.053 0.053 0.052 0.051 0.05 0.049 0.049 0.048 0.047 I 600 0.046 0.046 0.045 0.044 0.044 0.043 0.042 0.042 0.041 0.04 / 800 0.039 0.038 0.037 0.035 0.034 0.033 0.032 0.031 0.03 0.029 1000 0.028 0.027 0.026 0.025 0.024 0.023 0.022 0.022 0.021 0.02 1200 0.019 0.019 0.018 0.017 0.017 0.016 0.016 0.015 0.015 0.014 I . 1400 1600 0.014 0.013 . 0.013 0.01 0.012 0.012 0.011 0.011 0.011 0.01 0.01 1800 2000 2200 .2400 2600 I 2800 3000 3200 3400 . 3600 . S I 3800 . . 4000 4200 4400 4600 5 I 4800 5000 5200 5400 5600 5800 I 6000 6200 6400 6600 6800 I 7000 . 7200 7400 . . Drawdown Time to Basin Bottom (hours): 27.0 <96 fiRs . . 1 I I S R:\17169-A-Uptown-Bressi-Ranch\WaterResources\Hydraulics\Drawdown\i 7169A_Drawdown_Time.xls I . S I . Uptown Bressi BMP 4A JN-17169A June 06, 2017 Drawdown Time Calculations - BMP 4A Note: Following data were obtained from TAPE 21 as resulted from NEC-i analyses. - Each ordinate = 20 minutes . ,,.. at WSEL WQV 0.03 WQ 0.003 @ 0.5 I (acre-feet) (ft) 'cts Ordinate I 1sf 2nd 3rd 4th 5th 6th 7th 8th 9th 10th 0 0.03 0.023 0.017 0.013 0.01 0.008 0.006 0.004 0.003 0.002 200 0.002 0.001 0.001 0.001 0.001 0 0 0 0 0 I 400 600 800 1000 1200 I 1400 1600 1800 2000 2200 2400 I 2600 2800 3000 3200 3400 I 3600 3800 4000 4200 4400 I 4600 4800 5000 5200 5400 I . 5600 - 5800 6000 6200. 6400 6600 I 6800 7000 7200 7400 Drawdown Time to Basin Bottom (hours): - 6.7 <48 HRs I I I_i' . .•, 1 I R:\17169-A-Uptown-Bressi-Ranch\waterResources\Hydraulics\Drawdown\17i69AorawdownTjme.xls I . Uptown Bressi BMP 4B JN-17169A June 06 2017 I Drawdown Time Calculations - BMP 46 Note: Following data were obtained from TAPE 21 as resulted from HEC-1 analyses. Each ordinate = 20 minutes . , at WSEL WQV 003 WO 0.003 @ 0.5 I (acre-feet) (ft) 'cts Ordinate 1sf 2nd 3rd 4th 5th 6th 7th 8th 9th 10th 0 0.03 0.023 0.017 0.013 0.01 0.008 0.006 0.004 0.003 0.002 200 0.002 0.001 0.001 0.001 0.001 0 0 0 0 0 I 400 600 800 1000 1200 I 1400 1600 1800 2000 2200 2400 I 2600 2800 3000 3200 3400 I 3600 3800 4000 4200 4400 4600 I 4800 5000 5200 5400 I 5600 5800 6000 6200 6400 6600 I 6800 7000 7200 7400 . . Drawdown Time to Basin Bottom (hours): 6.7 <48 HRs I I I•. H I I.. ./. R:\1 7169-A-Uptown-Bressi-Ranch\WaterResources\HydraulicstDrawdown\1716gADrawdownTimexIs I Uptown Bressi JN-17169A June 21, 2017 Drawdown Time Calculations - BMP 5A Note: Following data were obtained from TAPE 21 as resulted from HEC-1 analyses. Each ordinate = 20 minutes at WSEL WQV 0.016 WQ 0.002 @ 0.5 (acre-feet) Ordinate I lsi 2nd 3rd 4th 5th 6th 7th 8th 9th loth 0 0.016 0.012 0.009 0.007 0.005 0.004 0.003 0.002 0.002 0.001 200 0.001 0.001 0.001 0 400 600 800 bOO 1200 1400 1600 1800 2000 2200 2400 2600 2800 3000 3200 3400 3600 3800 4000 4200 4400 4600 4800 5000 5200 5400 5600 5800 6000 6200 6400 6600 6800 7000 7200 7400 BMP 4B Drawdown Time to Basin Bottom (hours): 4.7 <48 HRs - - R:t17169-A-Uptown.Bressi-Ranch\WaterResources\I-lydraulics\DrawdOwn\17169A Drawdown Time xIs I Uptown Bressi BMP 4B JN-17169A I June 21, 2017 I Drawdown Time Calculations - BMP 5B Note: Following data were obtained from TAPE 21 as resulted from HEC-1 analyses. Each ordinate = 20 minutes Qw. ,, at WSEL WQV 0.007 WQv 0.001 @ 0.5 _______ (acre-feet) (ft) I Ordinate I Is: 2nd 3rd 4th 5th 6th 7th 8th 9th 10th 0 0.007 0.005 0.004 0.003 0.002 0.002 0.001 0.001 0.001 0.001 200 0 I 400 600 800 1000 1200 I 1400 1600 1800 2000 2200 2400 I 2600 2800 3000 3200 3400 I 3600 3800 4000 4200 4400 I 4600 4800 5000 5200 5400 I 5600 . 5800 6000 6200 6400 H 6600 : I 6800 7000 7200 7400 I Drawdown Time to Basin Bottom (hours): 3.7 <48 HRs I I . I I. I..., . I R:\17169-A-Uptown-Bressi-Ranch\WaterResources\Hydraulics\Drawdown\1716gADrawdownTime.xls I.. - .- - - - - - - .- - - - - - - - - - SWMM Model Schematic Pre-Project Model Post-Project Model Ocere ODeanside DMA1 DMA3 DMA2 I DMA STORES STORE3 STORE2- DW4 I , I 17169_Bressi Ranch_pre. i np [TITLE]. ;;ProjectTitle/Notes Bressi Ranch (Final Engineering) - Overall - Pre-project condition J-17169A [OPTIONS] ;Option Value FLOW—UNITS CFS INFILTRATION GREEN_AMPT FLOW—ROUTING KINWAVE LINK—OFFSETS DEPTH MIN—SLOPE 0 ALLOW_PONDING, NO SKIP—STEADY—STATE NO START—DATE 08/28/1951 START—TIME 05:00:00 REPORT—START—DATE 08/28/1951 REPORT—START—TIME 05:00:00 END—DATE 05/23/2008 END—TIME 23:00:00 SWEEP—START 01/01 SWEEP—END 12/31 DRY—DAYS 0 REPORT—STEP 01:00:00 WET—STEP 00:15:00 DRY STEP 04:00:00 ROUTING_STEP 10000 INERTIAL—DAMPING PARTIAL p NORMAL—FLOW—LIMITED BOTH FORCE—MAIN—EQUATION H-W VARIABLE—STEP 0.75 LENGTHENING—STEP 0 MIN_SURFAREA 0 MAX—TRIALS 0 * HEAD—TOLERANCE 0 1' SYS_FLOW_TOL 5 p LAT_FLOW_TOL 5 MINIMUM—STEP 0.5 THREADS 1 (EVAPORATION) Data Source Parameters MONTHLY 0.091 0.115 0.162 0.195 0.241 0.225 0.254 0.241 0.207 0.162 0.115 0.093 DRY—ONLY NO [RAINGAGES) ;;Name Format Interval SCF Source 6eanside VOLUME 1:00 1 TIMESERIES Oceanside [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Impery Width %Slope CurbLen SnowPack IA Oceanside POC 17.4 0 661 2.5 0 [SUBAREAS] DMA 0.012 0.05 0.05 ; ;SubcatchmentN-Impery N-Pery S-Impery S-Pery PctZero ROuteTo PctRouted 0.1 25 OUTLET [INFILTRATION] Subcatchment Suction Ksat IMD DMA 9 0.025 0.33 [OuTFALLs] . ;;Name I Elevation Type Stage Data Gated Route To p POC 0 FREE NO [TIME5ERIES) ;;Name Date Time Value S Oceanside FILE 'H:\17169\WaterIesources\Hydromodification\SWMM\Rainfall_Data\oceanside.dat' [REPORT] ;;Reporting Options INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord POC 1000.000 1000.000 [VERTICES] I Page 1 Ii I. 17169_BressiRanch_pre.inp ;;Link X-Coord Y-Coord I [Polygons] ;;Su catchment X-Coord Y-Coord 1000.000 3000.000 [SYMBOLS] I ;;Gage X-Coord Y-Coord óteans,de 1000.000 5000.000 I. I I I I I .,. I H' I' ..., I , I I I Page 17169_B ressiRanch_post.inp [TITLE] ;;Project Title/Notes Bressi Ranch (Final Engineering) - Overall - Post-project Condition -17169 [OPTIONS] ;;Option Value FLOW-UNITS CFS INFILTRATION GREEN_AMPT FLOW-ROUTING KINWAVE LINK-OFFSETS DEPTH MIN-SLOPE 0 ALLOW_PONDING NO SKIP-STEADY-STATE NO START-DATE 08/28/1951 START_TIME 05:00:00 REPORT-START-DATE 08/28/1951 REPORT-START-TIME 05:00:00 END-DATE 05/23/2008 END-TIME 23:00:00 SWEEP-START 01/01 SWEEP-END 12/31 DRY-DAYS 0 REPORT-STEP 01:00:00 WET-STEP 00:15:00 DRY-STEP 04:00:00 ROUTING-STEP 1:00:00 INERTIAL-DAMPING PARTIAL, NORMAL-FLOW-LIMITED BOTH FORCE-MAIN-EQUATION H-W VARIABLE-STEP 0.75 LENGTHENING-STEP 0 MIN_SURFAREA 12.557 MAX-TRIALS 8 HEAD-TOLERANCE 0.005 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM-STEP OS THREADS 1 - '3[EVAPORATION] ;;Data Source Parameters MONTHLY 0.091 0.115 0.162 0.195 0.241 0.225 0.254 0.241 6.207 0.162 0.115 0.093 DRY-ONLY, NO [RAINGAGES] ;;Name Format Interval SCF Source eanside VOLUME 1:00 1 TIMESERIES Oceanside [SUBCATCHMENTS] - ;;Name Rain Gage Outlet Area %Impery Width %Slope CurbLen SnowPack IA1 Oceanside STORE1 7.5 77.3 258 2 0 DMA2 Oceanside STORE2 7.5 84.25 306 2 0 oMA3 Oceanside STORE3 1.8 90 323 2 0 DMA4 Oceanside Poci 0.4 45 62 ' 2 0 DMAS Oceanside P0C1 0.2 90 100 2.5 0 [SUBAREAS] ;;Subcatchment N-Impery N-Pery S-Impery S-Pery PctZero RouteTo PctRouted OMA1 ' 0.012 0.05 0.05 0.1 25 OUTLET oMA2 0.012 0.05 0.05 0.1 25 OUTLET DMA3 0.012 0.05 0.05 0.1 25 OUTLET S DMA4 0.012 0.05 0.05 0.1 25 OUTLET OMAS 0.012 0.05 0.05 0.1 25 OUTLET [INFILTRATION] ;;Subcatchment Suction ' Ksat IWO , OMA1 9 0.025 0.33 OMA2 9 0.025 0.33 DMA3 9 0.025 0.33 DMA4 9 0.025 0.33 DMAS 9 0.025 0.33 - [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To POC1 0 FREE NO [STORAGE] ;;Name. Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi STORE1 0 ' 4.17 0 TABULAR SC1 0 0 STORE2 - 0 5.67 0 TABULAR SO 0 0 STORE3 0 5 0 TABULAR SC3 0 0 [OUTLETS] Name From Node To Node - Offset Type QTable/Qcoeff Qexpon Gated ORIF1 STORE1 POC1 0 - TABULAR/DEPTH RC1 NO Page 1 Ksat IMO I 17169_BressiRanch_post.inp ORIF2 STORE2 POCI 0 TABULAR/DEPTH RC2 NO ORIF3 [CURVES] STORE3 POCI 0 TABULAR/DEPTH RC3 NO ;;Name Type X-Value V-Value RC1 Rating 0 ---------- 0.000 RC1 1 0.155 RC1 1.5 0.194 RC1 1.92 0.221 RC1 3 3.159 RC1 3.69 4.573 RC1 4.17 13.315 RC1 5 42.422 C2 RC2 Rating 0 1 0.000 0.127 RC2 2 0.184 RC2 2.72 0.215 RC2 3.5 1.828 RC2 4.09 2.830 RC2 5.15 17.121 U RC2 5.67 28.326 id3 Rating 0 0.000 RC3 1 0.040 RC3 2 0.057 RC3 - 2.69 0.067 RC3 3 0.302 RC3 4 1.055 RC3 5 13.448 Sd Storage 0 7603 SC1 1 7603 - * 2 7603 SC1 SC1 3 7603 Sci 4 7603 Sci 5 7603 SC1. 6 7603 SC2 storage 0 5755 SC2 1 5755 SC2 2 5755 5C2 3 5755 SC2 - 4 5755 SC2 5 5755 SC2 C3 storage 6 0 5755 1502 SC3 1 1502 Sd3 2 1502 .SC3 3 1502 Sd3 . 4 1502 Sd3 5 1502 SC3 6 1502 [TIMESERIEs] Name Date Time Value Oceanside [REPORT] FILE 'H:\17169\waterResources\Hydromodjfjcation\swMM\Rainfall_oata\oceanside.dat Reporting Options INPUT NO CONTROLS NO SUBCATCHMENTS ALL - NODES ALL LINKS ALL [TAGS] [MAP) DIMENSIONS 0.000 Units None 0.000 10000.000 10000.000 [COORDINATES] ;;Node X-Coord V-doord C1 . 0.000 -1000.000 -1000.000 1000.000 STORE1 STOREZ 1000.000 . 1000.000 STORE3 0.000 1000.000 [VERTICES] * Link X-Coord Y-Coord [Polygons] ;;Subcatchment X-Coord V-Coord hAl -1000.000 2000.000 OMA2 1000.000 2000.000 DMA3 0.000 2000.000 DMA4 2000.000 1000.000 WAS -2149.588 836.278 OMAS -1937.574 848.057 WAS -1949.352 1071.849 DMA5 - -2220.259 1095.406 Page - I - 1 17169_Bressi Ranch_post. inp I [SYMBOLS] ;;Gage X-Coord Y-Coord ------ Oceanside 0.000 3000.000 Page 3 I I I I I I I. H.. I •' I, I I I I I ., ) I SWMM Model Outputs - Model Output Report Summary - Flow Frequency Curves Flow Frequency Table - Flow Duration Curves I - Flow Duration Table I' I. I 17169_Bressi Ranch_pre. rpt EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.010) Bressi Ranch (Final Engineering) - Overall - J-17169A Pre-project Condition WARNING 07: routing time step reduced to the wet weather time step NOTE: The summary statistics displayed in this based on results found at every computational not just on results from each reporting time *********** * ******* ****** ******** **************** report are time step, step. ******* * I Analysis Options Flow Units ... ............CFS Process Models: Rainfall/Runoff ........YES RDII ...................NO SnOwmelt ...............NO Groundwater .............NO Flow Routing ...........NO Water Quality ..........NO Infiltration.Method ......GREEN_AMPT Starting Date ............AUG-28-1951 05:00:00 Ending Date ..............MAY-23-2008 23:00:00 Antecedent Dry Days ......0.0 Report Time Step .........01:00:00 Wet Time Step ............00:15:00 Dry Time Step ............04:00:00 Volume Runoff Quantity Continuity acre-feet DeDth inches 'R Total Precipitation 978.533 674.850 Evaporation Loss 51.185 35.300 Infiltration Loss 772.417 532.702 Surface Runoff ...........177.208 Final Storage 0.001 122.212 0.001 Continuity Error (X) -2.277 Volume Volume Flow Routing Continuity acre-feet Dry Weather Inflow 0.000 10A6 gal 0.000 Wet Weather Inflow 177.208 57.746 Groundwater Inflow 0.000 0.000 RDII Inflow ..............0.000 0.000 External Inflow 0.000 0.000 External Outflow 177.208 Flooding Loss 0.000 57.746 0.000 Evaporation Loss 0.000 0.000 Exfiltration Loss 0.000 0.000 Initial Stored Volume . 0.000 0.000 Final Stored Volume 0.000 0.000 Continuity Error. (%) 0.000 Subcatchment Runoff Summary l Total Total Total Total Peak Runoff Total To ti-n Precip Runn Subcatchment in Evap Infil in in Runoff Runoff Runoff Coeff in 10A6 gal CFS DMA 674.85 0.00 -------------------------------------------------------------------------------------------------------- 35.30 532.70 122.21 57.74 18.34 0.181 Analysis begun on:Tue Mar 21 15:06:53 2017 Analysis ended on: Tue Mar 21 15:06:54 2017 Total elapsed time: 00:00:01 17169_BressiRanch_post.rpt EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5:1:010) -------------------------------------------------------------- BreSsi Ranch (Final Engineering) - Overall - Post-project Condition 3-17169 WARNING 07: routing time step reduced to the wet weather time step ** ******* ** ***** * ** ***** ********** ***** **** *** ******* *** * NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. **** ************ * ******* *** ******* ***** **** *** *** **** * *** Analysis Options Flow Units ...............CFS Process Models: Rainfall/Runoff ........YES ROIl ...................NO Snowmelt ...............NO Groundwater ............NO Flow Routing ...........YES Ponding Allowed ........NO Water Quality ..........NO Infiltration Method ......GREEN...AMPT Flow Routing Method ......KINWAVE Starting Date ............AUG-28-1951 05:00:00 Ending Date ..............MAY-23-2008 23:00:00 Antecedent Dry Days ......0.0 Report Time Step .........01:00:00 Wet Time Step ............00:15:00 Dry Time Step ............04:00:00 Routing Time Step ........900.00 sec Volume Depth Runoff Quantity Continuity acre-feet inches Total Precipitation 978.533 674.850 Evaporation Loss 164.851 113.691 Infiltration Loss 141.280 .97.434 Surface Runoff ...........679.912 468.905 Final Storage 0.048 0.033 Continuity Error (%) -0.772 Volume Volume Flow Routing Continuity acre-feet 1OA6 gal Continuity acre-feet Weather Inflow 0.000 0.000 Wet Weather Inflow 679.909 221.559 Groundwater Inflow 0.000 0.000 ROIl Inflow ..............0.000 0.000 External Inflow 0.000 0.000 External Outflow .......... 678.698 221.164 Flooding Loss 0.000 0.000 Evaporation Loss 0.000 . 0.000 Exfiltration Loss .........0.000 0.000 Initial storedVolume 0.000 0.000 Final Stored Volume 0.014 0.005 Continuity Error (%) 0.176 ********* ***** *************** *** Highest Flow Instability Indexes All links are stable. ** ** * * * ***** ** ********* ** Routing Time Step Summary ****** * ***** *********** ** Minimum Time Step : 900.00 sec Average Time Step : 900.00 sec Maximum Time Step : 900.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 Percent Not Converging : 0.00 Subcatchment Runoff Summary ****** *** *** ** ********* *** * -------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 1OA6 gal CFS DMA1 674.85 0.00 111.34 116.77 451.19 91.88 8.86 0.669 DMA2 674.85 000 118.10 80.81 480.60 97.88 8.91 0.712 DMA3 674.85 0.00 115.22 50.42 518.25 25.33 2.15 0.768 DMA4 . 674.85 0.00 69.33 281.66 331.66 3.60 0.46 0.491 DMA5 674.85 0.00 111.29 50.36 524.90 2.85 0.24 0.778 Pagel ( J 1 I I 17169_Bressi Ranch_post. rpt 1 Node Depth Summary - - Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet f Foci OUTFALL 0.00 0.00 0.00 0 00:00 0.00 STORE1 STORAGE 0.04 3.93 3.93 18857 12:15 3.83 STORE2 STORAGE 0.06 4.54 4.54 18857 12:15 4.54 STORE3 STORAGE 0.05 4.20 4.20 18857 11:45 4.14 I Node Inflow Summary - Maximum Lateral Maximum Lateral Total Time of Max Inflow Total Inflow Flow Balance I • N ode Type Inflow Inflow Occurrence Volume Volume Error CFS CFS days hr:min 10A6 gal 10A6 gal Percent POC1 OUTFALL 0.70 21.97 18857 12:15 6.45 221 0.000 STORE1 STORAGE 8.86 8.86 18857 12:15 91.9 91.9 0.209 STORE2 STORAGE 8.91 8.91 18857 12:15 97.9 97.9 0.176 I STORE3 STORAGE 2.15 2.15 18857 12:15 25.3 25.3 0.107 Node Surcharge Summary ********* *** * ***** **** I Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Mm. Depth Hours Above crown Below Rim Node Type Surcharged Feet Feet STORE1 STORAGE 497370.00 3.931 0.239 I STORE2 STORAGE 497370.00 4.542 1.128 ST0RE3 STORAGE 497370.00 4.202 0.798 I' I Node Flooding Summary - No nodes were flooded. I Storage Volume Summary Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow I Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS STORE1 0.300 1 0 0 29.904 94 18857 12:15 8.96 STORE2 0.325 1 0 0 26.153 . 80 18857 12:15 8.92 STORE3 0.071 1 0 0 6.667 89 18857 11:45 3.55 I Outfall Loading ******Summary Flow Freq Avg Flow Max Total Flow Volume I . Outfall Node Pcnt CFS CFS 1OA6 gal POC1 15.77 0.10 ------- 21.97 221.147 ----------------------------------------------------------- System 15.77 0.10 21.97 221.147 Link Flow Summary. ********************a .Maximum Time of Max Maximum Max! Max! I . IFlowl Occurrence Ivelocl Full Full Link Type CFS days hr:min ft/sec Flow Depth ' ORIF1 DUMMY 8.96 18857. 12:15 ORIF2 DUMMY 8.92 18857 12:15 1 ORIF3 DUMMY 3.55 18857 11:45 ******************•******* - conduit Surcharge Summary . I Page 2 I. 17169_Bressi Ranch_post. rpt NO conduits were surcharged. Analysis begun on: Tue Jun 06 15:47:54 2017 Analysis ended on: Tue Jun 06 15:47:58 2017 Total elapsed time: 00:00:04 I I H 1. I . H I I . 1 I LI .. Peak Flow Frequency Curves -Overall Site 14.000 , , , , 1 1 1 I I I I 12.000 1Q10(11.16sctsi l -· ...... ,:---i ~ ,~ - --111 -1-- 10.000 I i 1 ! ! i I I I ,y I I I I 1 _J... 1 I I I I I I I : ' ,< . i ' I I rt""" QS(8.978cfs)~ - - -~..:... --;.._ - -, -,,.--1--l- 't 8.000 J 1 1 1 L I I I I ! ~~I ' ' ' 1 • • j • 1 1 .!: , ' . I I I I I .. 3 0 u:: .:.r. : 6.000 Q. 4 000 +-I / ,: I I I I . ' . . ' • . I I I . I I I I . . :, J ' I I I I : I I I I I I -Pre-project Qpeak 2.000 -,--.....,. ....-- - - ------,.1-~11 -r 1~ 4 -Post-projectMitigatedQpeak 0.000 I J1 ' ' ' , , I I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 Return Period in Years / Uptown Bressi J-17169A 06-06-2017 Peak Flow Frequency Summary Overall Site Return Period Pre-project Q (cfs) Post-project - Mitigated Q (cfs) LF = 0.3*02 1.842 1.368 2-year 6.140 4.561 3-year 7.390 5.815 4-year 8.021 5.969 5-year 8.978 6.713 6-year ' 9.210 7.579 7-year 10.119 8.187 8-year 10.630 9.353 9-year 10.766 9.833 10-year 11.168 10.147 I H , I 1' I •. H .,, I IN / -.J!! ~ ~ 0 12.000 10.000 8.000 LL 6.000 4.000 2.000 0.000 l.OE-05 l.OE-04 Flow Duration Curve -Overall Site [Pre vs. Post (Mitigated)] l .OE-03 l.OE-02 % Time Exceeding -Pre-Q --+-Post(Mit)-Q l.OE-01 l.OE+OO p Uptown Bressi J-17169A 06-06-2017 Low-flow Threshold: 30% 0.3xQ2 (Pre): 1.842 cis Q10 (Pre): 11.168 cis 100 Ordinate #: Incremental Q (Pre): 0.09326 cfs Total Hourly Data: 497370 hours The proposed BMP:I PASSED Interval Pre-project Flow Ids) Pre-project Hours Pre-project % Time Exceeding Post-project Hours Post-project % Time Exceeding Percentage Pass/Fail 0 1.842 366 7.36E-04 375 7.54E-04 102% Pass 1 1.935 337 6.78E-04 357 7.18E-04 106% Pass 2 2.029 317 6.37E-04 339 6.82E-04 107% Pass 3 2.122 294 5.91E-04 319 6.41E-04 109% Pass 4 2.215 273 5.49E-04 296 5.95E-04 108% Pass 5 2.308 257 5.17E-04 275 5.53E-04 107% Pass 6 2.402 239 4.81E-04 247 4.97E-04 103% Pass 7 2.495 228 4.58E-04 233 4.68E-04 102% Pass 8 2.588 213 4.28E-04 218 4.38E-04 102% Pass 9 2.681 201 4.04E-04 207 4.16E-04 103% Pass 10 2.775 195 3.92E-04 191 3.84E-04 98% Pass 11 2.868 188 3.78E-04 182 3.66E-04 97% Pass 12 2.961 178 3.58E-04 168 3.38E-04 94% Pass 13 3.054 172 3.46E-04 159 3.20E-04 92% Pass 14 3.148 158 3.18E-04 152 3.06E-04 96% Pass 15 3.241 147 2.96E-04 144 2.90E-04 98% Pass 16 3.334 141 2.83E-04 134 2.69E-04 95% Pass 17 3.427 134 2.69E-04 128 2.57E-04 96% Pass 18 3.521 128 2.57E-04 118 2.37E-04 92% Pass 19 3.614 121 2.43E-04 111 2.23E-04 92% Pass 20 3.707 113 2.27E-04 102 2.05E-04 90% Pass 21 3.800 105 2.11E-04 93 1.87E-04 89% Pass 22 3.894 97 1.95E-04 89 1.79E-04 92% Pass 23 3.987 94 1.89E-04 86 1.73E-04 91% Pass 24 4.080 87 1.75E-04 82 1.65E-04 94% Pass 25 4.173 79 1.59E-04 78 1.57E-04 99% Pass 26 4.267 74 1.49E-04 74 1.49E-04 100% Pass 27 4.360 70 1.41E-04 66 1.33E-04 94% Pass 28 4.453 68 1.37E-04 62 1.25E-04 91% Pass 29 4.546 68 1.37E-04 59 1.19E-04 87% Pass 30 4.640 66 1.33E-04 51 1.03E-04 77% Pass 31 4.733 64 1.29E-04 46 9.25E-05 72% Pass 32 4.826 63 1.27E-04 45 9.05E-05 71% Pass 33 4.920 53 1.07E-04 45 9.05E-05 85% Pass 34 5.013 51 1.03E-04 44 8.85E-05 86% Pass 35 5.106 48 9.65E-05 43 8.65E-05 90% Pass 36 5.199 47 9.45E-05 41 8.24E-05 87% Pass 37 5.293 44 8.85E-05 40 8.04E-05 91% Pass 38 5.386 42 8.44E-05 39 7.84E-05 93% Pass 39 5.479 42 8.44E-05 36 7.24E-05 86% Pass 40 5.572 41 8.24E-05 36 7.24E-05 88% Pass 41 5.666 41 8.24E-05 34 6.84E-05 83% Pass 42 5.759 40 8.04E-05 33 6.63E-05 83% Pass 43 5.852 . 39 7.84E-05 25 5.03E-05 64% Pass 44 5.945 36 7.24E-05 22 4.42E-05 61% Pass 45 6.039 36 7.24E-05 19 3.82E-05 53% Pass 46 6.132 35 7.04E-05 18 3.62E-05 51% Pass 47 6.225 32 6.43E-05 17 3.42E-05 53% Pass 48 6.318 32 6.43E-05 16 3.22E-05 50% Pass 49 6.412 32 6.43E-05 15 3.02E-05 47% Pass 50 6.505 32 . 6.43E-05 15 3.02E-05 47% Pass 51 6.598 31 6.23E-05 14 2.81E-05 45% Pass 52 6.691 31 6.23E-05 13 2.61E-05 42% Pass 53 6.785 28 5.63E-05 13 2.61E-05 46% Pass 54 6.878 27 5.43E-05 13 2.61E-05 48% Pass 55 6.971 26 5.23E-05 12 2.41E-05 46% Pass I I I 111 I F-I I 1 I [] I I I I 1 I I I I I I I .1 I 1 I I I, I I Uptown Bressi J-17169A 06-06-2017 Interval Pre-project Flow (cfs) Pre-project Hours Pre-project % Time Exceeding Post-project Hours Post-project % Time Exceeding Percentage Pass/Fail 56 7.064 25 5.03E-05 12 2.41E-05 48% Pass 57 7.158 24 4.83E-05 12 2.41E-05 50% Pass 58 7.251 23 4.62E-05 12 2.41E-05 52% Pass 59 7.344 21 4.22E-05 12 2.41E-05 57% Pass 60 7.437 21 4.22E-05 11 2.21E-05 52% Pass 61 7.531 17 3.42E-05 11 2.21E-05 65% Pass 62 7.624 16 3.22E-05 11 2.21E-05 69% Pass 63 7.717 16 3.22E-05 11 2.21E-05 69% Pass 64 7.811 16 3.22E-05 11 2.21E-05 69% Pass 65 7.904 16 3.22E-05 9 1.81E-05 56% Pass 66 7.997 16 3.22E-05 9 1.81E-05 56% Pass 67 8.090 16 3.22E-05 9 1.81E-05 56% Pass 68 8.184 16 3.22E-05 9 1.81E-05 56% Pass 69 8.277 16 3.22E-05 9 1.81E-05 56% Pass 70 - 8.370 16 3.22E-05 8 1.61E-05 50% Pass 71 8.463 IS 3.02E-05 8 1.61E-05 53% Pass 72 8.557 15 3.02E-05 8 1.61E-05 53% Pass 73 8.650 15 3.02E-05 8 1.61E-05 53% Pass 74 8.743 14 2.81E-05 8 1.61E-05 57% Pass 75 8.836 14 2.81E-05 8 1.61E-05 57% Pass 76 8.930 13 2.61E-05 8 1.61E-05 62% Pass 77 9.023 13 2.61E-05 8 1.61E-05 62% Pass 78 9.116 11 2.21E-05 8 1.61E-05 73% Pass 79 9.209 11 2.21E-05 8 1.61E-05 73% Pass 80 9.303 11 2.21E-05 8 1.61E-05 73% Pass 81 9.396 11 2.21E-05 8 1.61E-05 73% Pass 82 9.489 10 2.01E-05 8 1.61E-05 80% Pass 83 9.582 10 2.01E-05 8 1.61E-05 80% Pass 84 9.676 10 2.01E-05 8 1.61E-05 80% Pass 85 9.769 10 2.01E-05 7 1.41E-05 70% Pass 86 9.862 10 2.01E-05 7 1.41E-05 70% Pass 87 9.955 10 2.01E-05 6 1.21E-05 60% Pass 88 10.049 10 2.01E-05 6 1.21E-05 60% Pass 89 10.142 10 2.01E-05 6 1.21E-05 60% Pass 90 10.235 10 2.01E-05 6 1.21E-05 60% Pass 91 10.328 10 2.01E-05 6 1.21E-05 60% Pass 92 10.422 9 1.81E-05 6 1.21E-05 67% Pass 93 10.515 9 1.81E-05 6 1.21E-05 67% Pass 94 10.608 9 1.81E-05 6 1.21E-05 67% Pass 95 10.702 9 1.81E-05 6 1.21E-05 67% Pass 96 10.795 8 1.61E-05 6 1.21E-05 75% Pass 97 10.888 6 1.21E-05 6 1.21E-05 100% Pass 98 10.981 6 1.21E-05 6 1.21E-05 100% Pass 99 11.075 6 1.21E-05 6 1.21E-05 100% Pass ~A 100 11.168 6 1.21E-05 6 1.21E-05 100% E~ ss I, •5 I / Compact Disc (CD) - Electronic Files for HMP Calculations 1 * i S S I . BMP. Design Manual - February 2016 Edition I S (.:C ity Carlsbad I I I I I I 1' I , 1 I I 1 I I I I I I 1. Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment: Preliminary Design/PlanningICEQA level submittal: Attachment 3 must identify: I Typical maintenance indicators and actions for proposed structural BMP(s) based on Section 7.7 of the BMP Design Manual Final Design level submittal: Attachment 3 must identify: Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s) How to access the structural BMP(s) to inspect and perform maintenance Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds) Manufacturer and part number for proprietary parts of structural BMP(s) when applicable Maintenance thresholds for BMPs subject to siltation or heavy trash (e.g., silt level posts or other markings shall be included in all BMP components that will trap and store sediment, trash, and/or debris, so that the inspector may determine how full the BMP is, and the maintenance personnel may determine where the bottom of the BMP is. If required, posts or other markings shall be indicated and described on structural BMP plans.) E Recommended equipment to perform maintenance When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management BMP Design Manual ( February 2016 Edition 'Carlsbad (. J-17169A Uptown Bressi POST-CONSTRUCTION PERMANENT BMP INSPFrTIflM OPFRATION & MAINTFNAN(F PRfl(FflhIRF flFTAII STORM WATER REQUIREMENTS THAT APPLY: EXEMPT FROM HYDROMODIFICATION? oSTANDARD STORMWATER REQUIREMENTS 0 YES (SEE SWMP FOR DOCUMENTATION) PRIORITY PROJECT REQUIREMENTS ' NO BMP DESCRIPTION INSPECTION MAINTENANCE MAINTENANCE METHOD OWNERSHIP SHEET FREQUENCY' FREQUENCY NUMBER(S) MONTHLY (NOTE: INSPECTOR SHALL CHECK FOR THE 1. AS DETERMINED BY INSPECTION; AND FILL AND COMPACT AREAS OF RUTS, RILLS, OR GULLIES; PLANT Lot 1 (Residentail Lot) HOA SITE DESIGN LANDSCAPED AREAS FOLLOWING MAINTENANCE INDICATORS: EROSION 2 ON OR BEFORE SEPTEMBER 30TH. . RE-SEED AND/OR SLOPES AND AREAS OF EXPOSED SOILS; AND Lots 2-4 (Commercial' DWG. NO. IN THE FORM OF RILLS OR GULLIES, PONDING ' ROUTINE MOWING AND TRIMMING AND TRASH REMOVAL. Lots) - Bressi Retail, 502-8B WATER, BARE AREAS, ANIMAL BURROWS, HOLES, LLC. MOUNDS, AND TRASH) MONTHLY - Lot 1 (Residentail Lot) (NOTE: INSPECTOR SHALL CHECK FOR WHEN THE PEST OR PESTS, OBSERVED IN GREATEST HOA INTEGRATED PEST MANAGEMENT INDICATIONS OF THE PRESENCE OF PESTS ON- ABUNDANCE OR CAUSE THE MOST OBSERVED CHECK FREQUENTLY FOR PESTS, AND TREAT WITH A PESTICIDE ONLY WHEN A PEST IS PRESENT, ETC. Lots 2-4 (Commercial DWG. NO. 502-8B SITE) SYMPTOMS, ARE IDENTIFIED. Lots) - Bressi Retail, LLC. / Lot 1 (Residentail Lot) WHEN BROKEN SPRINKLER HEADS, RAIN SHUTOFF REPAIR OR REPLACE THE BROKEN AND/OR MALFUNCTIONING PARTS OF IRRIGATION HOA DWG. NO. SOURCE CONTROL EFFECTIVE IRRIGATION SYSTEM MONTHLY DEVICES, AND FLOW REDUCERS ARE OBSERVED; OR SYSTEM. Lots 2-4 (Commercial 502-8B RUNNING SPRINKLERS IN RAIN ARE OBSERVED Lots) - Bressi Retail, LLC. WHEN FULLY OR PARTIALLY ERASED SIGNS ARE REPLACE OR REPAINT THE STENCILS AND SIGNAGE SO THAT THEY ARE LEGIBLE; Lot 1 (Residentail Lot) PREVENTIVE STENCILING AND ANNUALLY ' OBSERVED; WHEN DUMPING OF TRASH ARE ' - AND MAKE SURE THAT THEY ARE PLACED AT ALL REQUIRED LOCATIONS (I.E. - ALL HOA Lots 2-4 (Commercial DWG. NO. SIGNAGE OBSERVED AT PUBLIC ACCESS POINTS, BUILDING , INLETS). Lots) - Bressi Retail, 502-8B ENTRANCES, PUBLIC PARKS, ETC. LLC. HYDRODYNAMIC SEPARATOR TWICE A YEAR (ON OR BEFORE SEPTEMBER 1. AS DETERMINED BY INSPECTION; AND REMOVE ACCUMULATED MATERIALS SUCH AS TRASH AND DEBRIS. REMOVE NSBB 1 - HOA (I.E. NSBB 3-6-72) (PRETREATMENT 30TH AND FOLLOWING THE RAINY SEASON AFTER ACCUMULATED MATERIAL OBSTRUCTING INLET OR OUTLET FACILITIES. (NOTE: FOR NSBB 2- Bressi 8,9 TO STORMTRAP VAULTS IN DMA 1 MAY 1ST); AND 2 ON OR BEFORE SEPTEMBER 30TH AND FOLLOWING . THE RAINY SEASON AFTER MAY 1ST . MORE DETAILS, REFER TO BIOCLEAN'S OPERATION & MAINTENANCE GUIDELINES Retail, LLC. AND DMA 2) AFTER EACH "SIGNIFICANT RAIN EVENT" FOR NUTRIENT SEPARATING BAFFLE BOX) 1. TWICE A YEAR (ON OR BEFORE SEPTEMBER REPLACE MULCH IN AREAS OF RUTS, RILLS, OR GULLIES; 30TH AND FOLLOWING THE RAINY SEASON AFTER RE-SEED AND/OR PLANT SLOPES AND AREAS OF EXPOSED SOILS; AND MAY 1ST); AND . ROUTINE MAINTENANCE TO REMOVE ACCUMULATED MATERIALS SUCH AS TRASH Lot 1 (Residentail Lot) BIOFILTRATION FACILITIES 2. AFTER EACH "SIGNIFICANT RAIN EVENT" AS DETERMINED BY INSPECTION; AND 30TH FOLLOWING ON OR BEFORE SEPTEMBER AND AND DEBRIS. HOA DWG. NO. (BMP lB BMP 2B, BMP 3121, BMP 4A, (NOTE: INSPECTOR SHALL CHECK FOR THE NON-ROUTINE MAINTENANCE WILL BE REQUIRED TO BACKWASH AND CLEAR Lots 2-4 (Commercial 502-8B BMP 413, BMP 5A & BMP 5B) FOLLOWING MAINTENANCE INIDICATORS: EROSION THE RAINY SEASON AFTER MAY 1ST. UNDERDRAINS IF INSPECTION INDICATES UNDERDRAINS ARE CLOGGED. Lots) - Bressi Retail, IN THE FORM OF RILLS OR GULLIES, PONDING DEPENDING ON POLLUTANT LOADS, SOILS MAY NEED TO BE REPLACED EVERY 5 LLC. WATER, BARE AREAS, ANIMAL BURROWS, HOLES, TO 10 YEARS. MOUNDS, AND TRASH) TREATMENT CONTROL Lot 1 (Residentail Lot) CURB INLET FILTER & GRATE INLET 1. TWICE A YEAR (ON OR BEFORE SEPTEMBER AS DETERMINED BY INSPECTION; AND REMOVE ACCUMULATED MATERIALS SUCH AS TRASH AND DEBRIS. REMOVE HOA FILTER (PRETREATMENT FILTER 30TH AND FOLLOWING THE RAINY SEASON AFTER ON OR BEFORE SEPTEMBER 30TH AND FOLLOWING ACCUMULATED MATERIAL OBSTRUCTING INLET. (NOTE: FOR MORE DETAILS, REFER Lots 2-4 (Commercial 8,9 INERTS TO STORM TRAP VAULTS MAY 1ST); AND THE RAINY SEASON AFTER MAY 1ST. TO BIOCLEAN'S OPERATION & MAINTENANCE GUIDELINES FOR CURB INLET FILTER , Lots) - Bressi Retail, IN DMA 1 AND DMA 2) 2. AFTER EACH "SIGNIFICANT RAIN EVENT" AND GRATE INLET FILTER) LLC. 1. ROUTINE MAINTENANCE TO REMOVE ACCUMULATED MATERIALS AND REPLACE FILTER MEDIA: ANNUALLY, ON OR BEFORE SEPTEMBER 30TH 1. AS DETERMINED BY INSPECTION; AND 2. IF INSPECTION INDICATES INTERNAL COMPONENTS ARE DAMAGED, ADDITIONAL MODULAR WETLAND SYSTEM 1. TWICE A YEAR (ON OR BEFORE SEPTEMBER 2. THE SCREENING FILTER, SEPERATION CHAMBER NON-ROUTINE MAINTENANCE WILL BE REQUIRED TO REPAIR OR REPLACE Modular Wetlands DWG. NO. (EL FUERTE STREET) 30TH AND FOLLOWING THE RAINING SEASON AND THE PERIMETER FILTER (BIOMEDIAGREEN) DAMAGED PARTS AS APPLICABLE. ' System El Fuerte St - 502-8 2. AFTER MAY 1ST.)AFTER MAJOR STORM EVENTS SHALL BE MAINTAINED ANNUALLY. DISPOSE OF POLLUTANTS IN ACCORDANCE WITH LOCAL MUNICIPALITY'S Bressi Retail, LLC. REQUIREMENTS - (NOTE: FOR MORE DETAILS, REFER TO BIOCLEAN'S "MAINTENANCE GUIDELINES FOR MODULAR WETLAND SYSTEM - LINEAR") 1. REMOVE ACCUMULATED MATERIALS SUCH AS TRASH AND DEBRIS AND UNDERGROUND FLOW CONTROL 1. TWICE A YEAR (ON OR BEFORE SEPTEMBER AS DETERMINED BY INSPECTION; AND SEDIMENTS; BMP 1A - HOA OTHER STRUCTURAL VAULT (STORMTRAP) (BMP 1A, BMP 30TH AND FOLLOWING THE RAINY SEASON AFTER ON OR BEFORE SEPTEMBER 30TH AND FOLLOWING 2. MAINTAIN INLET AND OUTLET PIPES TO AVOID CLOGGING. BMP 2A & 3A - Bressi 8,9 BMPs 2A & BMP 3A) MAY 1ST); AND . THE THE RAINY SEASON AFTER MAY 1ST. (NOTE: FOR MORE DETAILS, REFER TO STORMTRAP - MANUFACTURER'S Retail, LLC 2. AFTER EACH RAIN EVENT' MAINTENANCE RECOMMENDATION) NOTES: ' REFER TO THE PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR MORE SPECIFIC INSPECTION AND MAINTENANCE INFORMATION. DURING THE FIRST YEAR OF NORMAL OPERATION, ALL BMPS SHOULD BE INSPECTED ONCE BEFORE AUGUST 31 AND THEN MONTHLY FROM SEPTEMBER THROUGH MAY. THE MINIMUM INSPECTION AND MAINTENANCE FREQUENCY SHOULD BE DETERMINED BASED ON RESULTS OF FIRST YEAR INSPECTIONS. REFER TO MANUFACTURER SPECIFICATIONS FOR MORE DETAILED MAINTENANCE RECOMMENDATIONS FOR STORMTRAP VAULT, BIOCLEAN NUTRIENT SEPARATING BAFFLE BOX, MODULAR WETLAND SYSTEM, CURB INLET FILTER AND GRATE INLET FILTER. I I I I I I I I I "i I I I I I I I 1 I I I I:. OPERATION& .1. I MAINTENANCE I. I.. .4. TM i Nutrient Separating Baffle Box A Complete Stormwater Filtration System I 1 I . . J,J-It >•• 4// /i __ ENVIRONMENTAL SERVICES, INC. I I Bio Clean Environmental Services, Inc. www.biocleanenvironmental.com P.O. Box 869 P 760-433-7640 Oceanside, CA 92049 F 760-433-3176 I .• - - - I I I . I I I I I I I 1 I . I I I OPERATION & MAINTENANCE Maintenance Summary - Clean screening basket. Typical service interval occurs once every 12 months (60 minute service time). Clean separation chambers. Typical service interval occurs once every 12 months (60 minute service time). Replace hydrocarbon media booms. Typically replacement occurs once every 12 months ( 15 minute service time). Notes: Loading Varies at Every Location Due to Variations in Pollutant and Flow Volumes. Maintenance Typically Occurs Before and After the Rainy Season. Hydrocarbon Booms and Replacement Parts Can Be Provided By Bio Clean Environmental Services, Inc. Maintenance Procedures - A. Following the installation of a Nutrient Separating Baffle Box the unit will require periodical maintenance. Maintenance can be provided by the Supplier, or a Supplier approved contractor. The cost of this service varies among providers. B. The Nutrient Separating Baffle Box is a multi-stage, self-contained treatment train. Each stage protects subsequent stages from clogging. These stages include: screening, separation and absorption. 1. Screening is provided by a rectangular basket suspended above the standing water level of the sedimentation chambers. This screening filter has a storage capacity of several cubic yards depending on the model. This screening basket captures gross solids including litter and sediments. It is recommended that this screening filter be inspected every 6 months and cleaned every 12 months depending on loading. Cleaning of this device is relatively inexpensive. This procedure takes approximately 60 minutes and can be done wllh a vac truck 2. Separation is provided by three settling chambers. These chambers have a I capacity of several cubic yards depending. These chambers target smaller' sediments, larger TSS, and particulate metals and nutrients. It is recommended I that this separation chamber be inspected every 6 months and cleaned every 12 months. This procedure can be performed with a standard vacuum truck. This procedure takes approximately 60 minutes. I 3. Primary absorption is provided by hydrocarbon booms. The hydrocarbon booms are housed within a metal cage attached to the influent side of the weir. I This device removes free floating and emulsified hydrocarbons from water. It is recommended that the hydrocarbon booms be inspected every 6 months and I . replaced every 12 months. Replacement of the hydrocarbon booms is simple and should be disposed of in accordance with local and state regulations. I Replacement of the hydrocarbon booms take approximately 15 minutes. I ' The Nutrient Separating Baffle Box's screening basket, separation chambers and hydrocarbon cage are designed to allow for the use of,vacuum removal of captured I materials in the screening basket and sediment chambers. These are serviceable by centrifugal compressor vacuum units without causing damage to the system or during I normal cleaning and maintenance. Screening basket and sediment chambers can be cleaned and vacuumed from the standard manhole access or at grade. I Maintenance Notes: .. . . I 1. Bio Clean Environmental Services, Inc. recommends the screening basket be inspected every 6 months and cleaned every12 months depending on loading. The I procedure is easily done with the use of any standard vacuum truck. I > Remove all manhole covers (or open hatches) to gain access to the screening basket. Remove all trash, debris, organics, and sediments I captured by the screening basket. Removal of the trash and debris can be done manually or with the use of a vacuum truck. The hose of the vacuum I truck will not damage the screen of the filter. A pressure washer may be needed to remove debris stuck to the screening basket. I > Remove vacuum hose and replace manhole covers or hatch doors. I Where possible the maintenance should be performed from the ground I surface. > Note: entry into an underground stormwater vault such as an inlet vault requires certification' of confined space training. Transport all debris, trash, organics and sediments to approved facility for I disposal in accordance with local and state requirements. I I I . 1 I I I 2. Bio Clean Environmental Services, Inc. recommends the separation chambers be inspected every 6 months and cleaned every12 months depending on loading. The procedure is easily done with the use of any standard vacuum truck. > Remove all manhole covers (or open hatches) to gain access to the separation chambers. > The screening basket must be cleaned prior to cleaning the separation chambers. The b6ttom of the screening basket is designed with 3 hinged panels that are lifted up to gain access to the separation chambers. Once the panels are lifted to a vertical position, unimpeded access to the three separation chambers is provided. Use a vacuum truck hose and insert into the manhole or hatch opening. Lower the vacuum hose through the screening basket and into the first of the three separation chambers, closest to the inflow pipe. Begin vacuuming out accumulated sediments and standing water until the chamber is empty. A pressure washer may be needed to assist with removing sediments, that are compacted or stuck to the walls and floor of the separation chamber. Repeat process in all three separation chambers. > Once the chambers are cleaned remove vacuum hose and lower hinged panels of screening basket back to a horizontal position. Remove vacuum- hose and replace manhole covers or hatch doors. > Where possible the maintenance should be performed from the ground surface. > Note: entry into an underground stormwater vault such as an inlet vault requires certification of confined space training. > Transportall debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. . I Bio Clean Environmental Services, Inc. recommends the hydrocarbon booms be inspected every 6 months and cleaned/replaced every12 months depending on I loading. The procedure will require prior maintenance of separation chambers and screening basket. I > Remove manhole cover (or open hatch) closest to the outflow end of the I system to gain access to the hydrocarbon boom cage. Enter the manhole closest to the outflow pipe; Always use appropriate I . safety gear and procedures and follow local regulations. > On the influent side of the weir is a small media cage containing I hydrocarbon booms. Open top. Remove old hydrocarbon booms and replace with new hydrocarbon booms. Close top (If the boom is filled with I hydrocarbons and oils it should be replaced). > Exit the vault. I> Note entry into an underground stormwater vault such as an inlet vault requires certification of confined space training. I > Transport all debris, trash, organics and sediments to approved facility for disposal in accordancewith local and state requirements. Following maintenance and/or inspection, the maintenance operator shall prepare a I maintenance/inspection record. The record shall include any maintenance activities performed, amount and decription of debris collected, and condition of the system and its various filter mechanism. The owner shall retain the maintenance/inspection record for a minimum of five years I from the date of maintenance. These records shall be made available to the governing municipality for inspection upon request at any time. I. Transport all debris, trash, organics and sediments to approved facility for disposal in I accordance With local and state requirements. . I. I Deflector Shields - anti-scouring devices Manhole Hydrocarbon Weir Hydrocarbon Boom Basket Screening Basket Separation Chambers Inflow Pipe Maintenance Sequence Remove All Manhole Covers or Open Hatch Doors. Hatch Doors Available at Additional Cost. Insert Vacuum Hose to Remove Trash & Debris from the Screening Basket. If Sediments are Compacted Use a Pressure Washer to Loosen Up Sediments. Assess Condition and Pollutant Loading Through Visual Inspection. Look at Trash & Sediment Loading. Open Screen Panels & Insert Hose into First Separation Chamber to Remove Sediments. Repeat in All Three Chambers. Remove Old Hydrocarbon Booms & Replace with New Ones. 1 I BW CLEAN ENVIRONMENTAL SERVICES. INC. Inspection and Maintenance Report Nutrient Separating Baffle Box Froject Name For Office Use Only Project Address twner / Management Company (city) (Uote) Office personnel to complete section to 1ontact Phone ( ) - thelelt. Inspector Name Date / I Time __________AM! PM Type of Inspection 0 Routine 0 Follow Up flComplaint Storm Storm Event in Last 72-hours? No Yes Weather Condition 0 Additional Notes I # I Site Map GPS Coordinates of Vault Model # Trash & Foliage Accumulation in Screen Basket (Ibs) Sediment Accumulation - Chamber 1 (Ibs) Sediment Accumulation - Chamber 2 (Ibs) Sediment Accumulation - Chamber 3 (Ibs) Condition of Hydrocarbon Booms 25/50/75/100 (will be changed @75%) Operational Per Manufactures' Specifications (If not, why?) I i Lat: Long: Lat: Long: I, Lat: Long: Comments: 7 2972 San Luis Rey Road, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 I 11 1 1• H I For Questions and Technical Support Please Call Our Friendly I Support Staff at: 760-433-7640 I All Filtration Media, Hydrocarbon Booms and Replacement Parts Can Be Ordered from Bio Clean Environmental. I All Components Can Be Replaced. 11 LI I Cleaning and Maintenance Manual I Curb Inlet Basket/Round Curb Inlet Basket I I Maintenance * Maintenance: The filter is designed to allow for the use of vacuum removal of captured materials in the filter I basket, serviceable by centrifugal compressor vacuum units without causing damage to the filter or any part of the mounting and attachment hardware during normal cleaning and maintenance. Filters can be cleaned and vacuumed from the manhole-opening. Entering the catch basin to clean the filters is not necessary. I Maintenance Notes: Bio Clean Environmental Services, Inc. recommends cleaning and maintenance of the Curb Inlet Basket a minimum of two to four times per year or following a significant rain event that would potentially accumulate a I large amount of debris to the system. The hydrocarbon boom should be replaced a minimum of twice per year or at each service as needed. Any person performing maintenance activities that require entering the catch basin or handle a toxic substance I have completed the proper training as required by OSHA. Remove manhole lid to gain access to inlet filter insert. The filter basket should be located directly under the manhole lid. Under normal conditions, cleaning and maintenance of the Curb Inlet Basket will be performed from above ground surface. I 4. Special Note: entry into an underground manhole, catch basin and stormwater vault requires training in an approved Confined Space Entry Program. Remove all trash, debris, organics, and sediments collected by the inlet filter insert. Removal of the trash and I .debris can be done manually or with the use of a vactor truck. Manual removal of debris may be ione by lifting the basket from the shelf and pulling the basket from the catch basin and dumping out the collected debris. Any debris located on the shelf system can be either removed from the shelf or can be pushed into the basket and retrieved from basket. I 7. Evaluation of the hydrocarbon boom shall be performed at each cleaning. If the boom is filled with hydrocarbons and oils it should be replaced. Removed boom by cutting plastic ties and remove boom. Attach new boom to basket with plastic ties through pre-drilled holes in basket. 8. Place manhole lid back on manhole opening. l 9. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. The hydrocarbon boom with adsorbed hydrocarbons is considered hazardous waste and need to be handled and disposed of as hazardous material. Please refer to state and local regulations for the I proper disposal of used motor oil/filters. 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. The owner shall retain the maintenance/inspection record for a minimum of I five years from the date of maintenance. These records shall be made available to the governing municipality for inspection upon request at any time. Any toxic substance or item found in the filter is considered as hazardous material can only be handled by a certified hazardous waste trained person (minimum 24-hour hazwoper). I - .I ' 398 Via El Centro, Oceanside, CA 92058 B10 CCLEAN (760 433-7640 Fax (760) 433-3176 ENVIRONMENTAL SERVICES. INC. www.biocleanenvironmental.com I I I OPERATION & MAINTENANCE I . I I. I I I I I I 'I I Bio Clean Environmental Services, Inc. 2972 San Luis Rey Road Oceanside, CA 92054 I www.BiciCleanEnvironmental.com P 760-433-7640 F 760-433-3176 OPERATION & MAINTENANCE Maintenance Summary - Clean filter as needed based on local loading conditions. Evaluate and replace hydrocarbon media booms (BioSorb) as needed. Notes: Loading vanes at every location due to variations in pollutant and flow volumes. Maintenance typically occurs before and after the rainy season. Media booms and replacement parts can be provided by Bio Clean Environmental Services, Inc. Operation - Maintenance can be -provided by the Supplier, or a Supplier approved contractor. The cost of this service varies among providers. - I / The Bio Clean Grate Inlet Skimrrer Box (GlSB) is a multi-stage catch basin filter. These stages include: absorption of hydrocarbons and multi-level screening. It is recommended that the system b&inspected every 6 months to evaluate its condition: The first year of inspection and maintenance can be used to predict maintenance reqi.iirements for subsequent years. 0 1. Absorption - is provided by sorbent media booms. This boom is positioned in a tray around the top perimeter of the filtration basket. This booms targets hydrocarbons including diesel, gasoline and oil. This booms utilizes a poly known as BioSorb which permanently absorbs and retains captured hydrocarbons. It is recommended the media boom is reølaced when its visual aDDearance is black in color. This procedure can be performed by hand. This procedure takes approximately 3-6 minutes depending on sie of the filter.. 21 Multi-Level Screening - is provided by a series of filtration screens. The urface / area of the screens varies depending on the model number. The lower level contains the finest screens and as you move up the sides of the filter the screens I V become larger. This ensures the filter can capture both fine and coarser I sediments and associated pollutants while maintaining maximum flow rate r capacity. These screens target trash, TSS, debris, and particulate metals and I nutrients. It is recommended that the filter screens cleaned and captured debris removed one the filter is 50% full. Removal of captured debris and cleaning of the V screens can be done by hand with with a vacuum truck This procedure Vtakes approximately 10-15 minutes depending on the size of the filter. I V The Bid Clean Grate Inlet Skimmer Box is designed to allow for the use of vacuum V removal of captured materials in the sediment chamber. The chamber is serviceable by centrifugal compressor vacuum units without causing damage to the filter or during V normal cleaning and maintenance. Filters can be cleaned and vacuumed without V entering the catch basin from finish surface. Filter does not need to be removed to V V 1 / replace media or clean. I Maintenance Procedures: V 1. Bid Clean Environmental Services, Inc. recommends the filter and media boom be I inspected annually and cleaned when needed depending on loading. The procedure is easily done with the 'use of any standard vacuum truck. Remove grate to gain access to the fitler. V I •V o Remove skimmer tray containing, media booms and replace if needed by V V cutting zip ties, removing old boom, replace with new boom, zip tie into I place. / Use a vacuum truck hose and insert into the catch basin. Lower the V I vacuum hose into the Vbottom of the filter. Begin vacuuming out accumulated sediments until the filter is empty. A pressure washer may be V needed to assist with removing sediments that are compacted or stuck to the walls, screens and floor of the filter. V I V Once the filterr is cIaned remove vacuum hose. Remove vacuum hose and replace grate cover. I o Where possible the maintenance should be performed from the ground surface. I V •' L7~ Note: entry into an underground stormwater catch basin requires I certification of confined space training. Transport all debris, trash, organics and sediments to approved facility for I disposal in accordance with local and state requirements. 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 the system and its various filter mechanism. - 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. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. I 1 I For Maintenance Services or Replacement Media Please Contact Us At: 760-433-7640 info@biocleanenvironmental.com Bypass Flow Path Treatment Flow Path 1 I I 1 I I I I 1 I I I Bio5 Hydrocar B Coarse Screen Medium Screen Fine Scr ;kimmer rotection igh Flow ypass )eflector ;hield I I Maintenance Sequence ' - 71 2' 1 r I -Remove grates from catch basins to gain access to the GISB filters. Special hooks are available from various - manufactures which are designed to remove the grates. r - I Remove skimmer tray and attached media Remove old media boom by cutting zip ties. Replace * booms. . with new media boom and fasten with zip ties. k-- VI, - 4. . I iIII1JflhIIIIiiiiiiU%; - Vacuum out accumulated trash, sediment, and' Replace grates. Make sure they are properly I - debris OR clean by hand. A pressure washer or ,. re-installed. metal brush can be used to clean of the screens. I I I BI CLEAN ENVIRONMENTAL SERVICES. INC. Inspection and Maintenance Report Catch Basin Inserts troiect Name Project Address I (City) (Zip Code) wrier I Management Company Contact Phone Inspector Name Date I I Time Office Use Only Office personnel to complete section to the left. AM / PM Type of Inspection D Routine 0 Follow Up 0 Complaint o Storm Storm Event in Last 72-hours? 0 No 0 Yes eather Condition Additional Notes Site Map # GPS Coordinates of Insert Manufacturer! Description / Sing Trash Accumulation (Ibs) Foliage Accumulation (Ibs) Sediment Accumulation (Ibs) Total Debris Accumulation (Ibs) Condition of Media 25/50/75/100 (will be replaced @ 75%) Operational Per Manufactures' Specifications (If not, why?) Lat: Long: Lat: Long: Lat: Long: Lat: Long: Lat: Long: Lat: Long: Lat: Long: Lat: Long: Lat: Long: Lat: Long: Comments: I 2972 San Luis Rey Road, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 •• .1 .. SWP NO. CT 14-09 - . •• ••• 1T. ... - - PARTY RESPONSIBILITY FOR MAINTENANCE: (LOT 1) PARTY RESPONSIBILITY FOR MAINTENANCE: (LOTS 2-4) NAMEHOME OWNERS ASSOCIATION NAME BRESSI RETAIL, LLC - .:iii_ •. ••. . 4L -.--- . •:•__. . ADDRESS 9990MESARIMRD. CONTACTSARAHMORRELL ADDRESS 130 VANTIS DRIVE, SUITE 200 CONTACT KEVIN McCOOK PJI'JA ;4 . ••. . - .. .. SAN DIEGO, CA 92121 ALISO VIEJO, CA 92656 L 14 - PHONE NO (858) 526-6500 PHONE NO (858) 526-6500 L - / PLAN PREPARED BY 41 N •. ••.. . . .. NAMEJOHN D. GODDARD, JR. I •• COMPANY RICK ENGINEERING COMPANY ADDRESS 5620FRIARSROAD ___ [ . / . ••.•• . ••••••. . SAN DIEGO, CA. 92110 /1 PHONE NO (619)291-0707 DMA 1- - ===/ cJT- //N' / CERTIFICATION R CE_NO_33037 BMP NOTES THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS OR THESE PLANS. yt NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR • / / I 7 LOT 'Iii \\ ___ • - 2 1 ) / • I / APPROVAL FROM THE CITY ENGINEER. LOT I / 3. NO SUBSTITUTION TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER. - LOT 3 \ J/=- -) 1 / I / I 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF ---- I N • iii- It I /k- - I / / I / HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION DMA 2 / • AND INSTALLATION. REFER TO THE PROJECT PERMANENT STORMWATER QUALITY BEST MANAGEMENT PRACTICE MAINTENANCE PMENT PROJECT (PDP) STORM WATER QUALITY SEE "PRIORITY DEVELO MANAGEMENT PLAN (SWOMP) FOR UPTOWN BRESSI"' FOR ADDITIONAL INFORMATION. F I A~ -32 AND MP-5Z) HAS BEEN PROVIDED FOR GIS INVENTORY ,/- - )7L --. PURPOSES ONLY PER REQUEST FROM THE CITY OF CARLSBAD. THE CASQA NO. DOES NOT CORRESPOND TO PROPOSED BMP TYPE IN THE PROJECT'S PDP SWQMP QFILT —DMA 1 QDYNAMI ER AT -- - DMA _=IMA 2 \\ MR 2A INLET F ER OOND LOT 2 RODMIC fl \BMP i BM CPACT BIOFLTATI0N BI0FILTRATI0N - -- i - MP lB i --- BMP 3B BASIN --- --BIOFILTRATION 00 413 BMP 4B BIOFILTRATIO ASIN BMP TABLE BMP ID * BMP TYPE SYMBOL QUANTITY DRAWING NO. NO. (5) INSPECTION * FREQUENCY MAINTENANCESHEET * FREQUENCY LOWIMPACT DESIGN(L.I.D.) ROOF DRAIN TO - LANDSCAPING 502-8B/-8C - MONTHLY AS NEEDED V--\. --a '•- \I%\ ____ ______________ _______ _______ _______ _______ ________ NATIVE OR DROUGHT RESISTANTLANDSCAPING - 502-8B/-8C - MONTHLY AS NEEDED SOURCE CONTROL TRASH ENCLOSURE - f 502-8B/-80 - DAILY DAILY STENCILS - 502-8B/-8C - ANNUALLY AS NEEDED TREATMENTCONTROL lB BIOFILTRATION BASIN TC-32 J 3333 1900 SF I 502-8C 1 8 JTWICE PER YEAR AS NEEDED 2B BIOFILTRATION BASIN TC-32 1900 SF 502-8B 9 ITWICE PER YEAR AS NEEDED 3B BIOFILTRATION BASIN TC-32 750 SF 502-813 8 [TWICE PER YEAR AS NEEDED 4A BIOFILTRATION BASIN TC-32 [_ 260 SF 502-813 8 [TWICE PER YEAR AS NEEDED 4B BIOFILTRATION BASIN TC-32 3333 280 SF 502-813 8 TWICE PER YEAR AS NEEDED 5A BIOFILTRATION BASIN TC-32 140 SF 502-8C - TWICE PER YEAR AS NEEDED SB BIOFILTRATION BASIN TC-32 333 60 SF 502-8C - TWICE PER YEAR AS NEEDED 6 COMPACT BIOFILTRATION TC-32 (MODULAR WETLANDS MWS-4-17-C) /\ 1 LA 502-8 - TWICE PER YEAR AS NEEDED NSBB-1, NSBB-2 HYDRODYNAMIC SEPARATOR (PRE-TREATMENT ONLY) TC-32 E1 2 EA 502-8A 8-9 TWICE PER YEAR AS NEEDED 7-12 INLET FILTER T-no EA - 6 (PRE-TREATMENT ONLY) MP-52 - 502-8A _ - 8-9 TWICE PER YEAR AS NEEDED HYDROMODI FICATION 1A,2A,3A1_UNDERGROUND VAULT TC-32 ]_3 LA ]_502-8A ]_8-9j TWICE PER YEAR AS NEEDED BASIN 60 30 0 60 120 180 I • - GRAPHIC SCALE 1" 60' ENGINEER OF WORK RICK ENGINEERING CO. CITY OF CARLSBAD SHEETS 1 ENGINEERING DEPARTMENT 1 [SINGLE SHEET BMP SITE PLAN: BMP SITE PLAN CT 14-O9/GPA 14-04/GR2O 17-00 18/SDP 16-06/SDP 14-13/CUP 16-01/CUP 14-09 RECORD COPY INITIAL DATE __ PROJECT NO. CT 14-09 I DRAWING NO. 502-8SW DATE j INITIAL REVISIONI DESCRIPTION DATE INITIAL DATE INITIAL ENGINEER OF WORK OTHER APPROVAL CITY APPROVAL 7169-A-Uptown-Br-esSl-FlanCh\clvi I\Sheets\Grcding PIafl\769Aexb.PDP-SWOMINBMP$.dgfl • -- ______________ Iq\ Corp 2005 dscj/Pt ______ •-• .•- - •.. - •- • - ,- - - -- ------------- - -- • - A I I I . Water Quality Approach for Uptown Bressi Off-site Improvements Introduction Following discussions with Mr. David Rick of the City of Carlsbad Engineering Staff on June 29, 2017, it was determined that the Uptown Bressi Off-site improvements project cannot qualify I for a Green Street PDP SWQMP exemption. The City rejected Rick Engineering Company's Green Street Letter report titled, "Green Street Elements for Bressi Ranch Offsite Improvements", dated May 09, 2017 and requested the off-site improvements to be included as ' part of the on-site PDP SWQMP. The following text is prepared to support the off-site improvements of Uptown Bressi by summarizing the design approach with regards to water quality as part of the on-site PDP SWQMP. I Project'Description . 0 In addition to the onsite improvements, the project also proposes to widen the existing El Fuerte Street to accommodate a new right turn lane between Palomar Airport Road and the easterly project entrance; add sidewalk adjacent to the right turn lane along El Fuerte Street; construct a raised paved median on El Fuerte Street from Palomar Airport Road and Gateway Road; I . construct a raised paved, median along Gateway Road from El Fuerte Street and Finnila Place; add chicanes along Gateway Road and Alicante Road. The proposed project will also include removing portions of the existing pavement, landscape, curb, gutter, and sidewalk along El I Fuerte, adding a raised median, and traffic striping for the off-site improvements. The total amount of new impervious area associated with the offsite improvements is approximately 4,424 square feet and the total amount of replaced impervious area is 7,355 square feet. I ' Post-project drainage patterns will be similar to pre-project conditions. For information regarding the drainage characteristics of this project, please refer to the separate document, titled, "Drainage I Study for Uptown Bressi Ranch," prepared by Rick Engineering Company, Job Number 17169- A, and last revised June 09, 2017. Off-Site BMPs: This project will make use of the following two (2) BMPs: 1 . Flow-Thru Compact Proprietary Biofiltration BMP - Modular Wetland System (MWS) . Impervious Area Dispersion I P I BMP Design Manual . (ity of February 2016 Edition Carlsbad I. ' A MWS will be implemented upstream of the existing inlet on the northwest corner of the El Fuerte Street and Gateway Road intersection. The MWS will help meet pollutant control requirements by intercepting the water quality runoff upstream of the existing inlet. The compact proprietary biofiltration BMP was selected based on the following considerations: The MWS system meets performance standards in Appendix B.6.2 of the BMP Design Manual thus providing a higher level of treatment for several pollutants of concern. The MWS is certified through third-party field scale evaluation and has Washington State TAPE approval. Impervious area dispersion is implemented by incorporating landscape area between the proposed sidewalk and right turn lane along El Fuerte Street. The runoff from approximately 1,594 square feet of impervious sidewalk will be dispersed onto 1,817 square feet of adjacent proposed landscape area for impervious area dispersion. The impervious area dispersion was selected based on the following considerations: Impervious area dispersion allows for contact time between the storm water and soil and facilitates the removal of sediment and trash. Impervious area dispersion effectively disconnects impervious areas from directly draining to the storm drain system and limits concentrated inflows. Post-project BMIPs have not been implemented along Gateway Rd for the proposed raised median or the off-site chicanes along Gateway Road and Alicante Road. This is because the MWS along El Fuerte Street treats existing impervious areas in addition to the new impervious area that the project is required to treat for pollutant control. This helps offset areas where post- project BMPs have not been implemented. The total new/replaced impervious area associated with the project (includes improvements along El Fuerte St, Gateway Rd and Chicanes along Gateway Rd and Alicante Road) that is required to be treated is 11,779 square feet. The proposed compact biofiltration BMP in DMA1 will treat approximately 42,890 square feet. This includes 4,655 square feet of new/replaced impervious area and 38,234 square feet of existing impervious area. The replaced impervious area outside of DMA 1 required to be treated is 7,124 square feet. The existing impervious area treated by the compact biofiltration BMP (38,234 &) offsets the replaced imperviousarea (7,124 ft2) required to be treated outside DMA 1. Hydromodification: I Hydromodiciation measures have been deemed infeasible for the offsite improvements due to the following reasons, I. • The proposed new offsite impervious area (4,424 ft2) is along an existing roadway (El Fuerte Street) and is in the public right of way. The general slope Of the Street is greater , than 7 percent. Providing any sort of conventional volume retention would require a storage vault in the public right of way. I I BMP Design Manual February 2016 Edition (?1ty. of Carlsbad 1 H I P1 I I I I I I I I p.' I . The project also considered the possibility for over detaining the on-site flows and providing extra volume retention to over compensate the lack of hydromodification measures for the offsite improvements. But, since the on-site and off-site improvements. 1 . drain to different POCs this approach was not feasible. The proposed new offsite impervious area (4,424 &) is approximately less than 1 % of the overall Uptown Bressi development (17.6 acres). It is worth mentioning that the proposed compact biofiltration BMP treats almost eight (8) times the impervious areas required to be treated (4,655 ft2) for water quality by treating approximately I .42,890 square feet of total area along Palomar Airport Road and El Fuerte Street. This added water quality be to previously un-treated existing impervious area has been proposed to compensate for the hydromodification infeasibility. The proposed compact biofiltration BMP I also provides minor storage and flow 'control through its wetland media and low flow orifice. For a DMA exhibit of the offsite post-project BMP locations and treated areas tabulation, please I refer to the map included at the end of this appendix. Hydromodification for the on-site improvements of the project have been addressed through a combination of underground storage vaults in DMA 1, 2 and 3. For more information on the on-site hydromodification management. I please refer Attachment 2 of this report. Operation and Maintenance I Shea Properties Management Company, Inc. is developing the project area. Shea Properties Management Company, Inc. will be responsible for compliance with the NPDES Construction permit until construction is completed. Once construction is completed, maintenance of post- construction BMPs will be the responsibility of the governing public agency, the City of Carlsbad. A summary listing Operation and Maintenance Activities for the proposed BMPs has been provided in Attachment 3. I . Conclusion C I This letter report demonstrates the design approach for water quality and hydromodification of the . proposed off-site improvements of Uptown Bressi. Two (2) off-site BMPs, Compact Proprietary Biofiltration and an Impervious Area Dispersion, will be implemented to address I water quality. The report also discusses the, hydromodification infeasibility. Reference and supporting documents are included at the end of Attachment 5. I I p., BMP Design Manual . . (?ity Of February 2016 Edition Car1sbad I . I I 'I H I I Operation and Maintenance Activities Summary I, I I .1' H I I, I * I J-17169A Uptown Bressi Offsite Improvements I POST-CONSTRUCTION PERMANENT BMP INSPECTION OPERATION & MAINTENANCE PROCEDURE DETAILS' STORM WATER REQUIREMENTS THAT APPLY: EXEMPT FROM HYDROMODIFICATION? 4 oSTANDARD STORMWATER REQUIREMENTS . . o YES (SEE SWMP FOR DOCUMENTATION) PRIORITY PROJECT REQUIREMENTS ONO BMP DESCRIPTION INSPECTION FREQUENCY2 MAINTENANCE FREQUENCY MAINTENANCE METHOD OWNERSHIP SHEET NUMBER(S) (NOTE: INSPECTOR SHALL CHECK FOR THE FOLLOWING MAINTENANCE INDICATORS: EROSION 1. FILL AND COMPACT AREAS OF RUTS, RILLS, OR GULLIES; IMPERVIOUS AREA DISPERSION IN THE FORM OF RILLS OR GULLIES, PONDING 1. AS DETERMINED BY INSPECTION; AND - 2. RE-SEED AND/OR PLANT SLOPES AND AREAS OF EXPOSED SOILS; AND (LANDSCAPED AREAS)' WATER, BARE AREAS, ANIMAL BURROWS, HOLES, 2. ON OR BEFORE SEPTEMBER 30TH. 3. ROUTINE MOWING AND TRIMMING AND TRASH REMOVAL. City of Carlsbad 2 MOUNDS, AND TRASH) OFFSITE BMPs . , 1. ROUTINE MAINTENANCE TO REMOVE ACCUMULATED MATERIALS AND REPLACE FILTER MEDIA: ANNUALLY, ON OR BEFORE SEPTEMBER 30TH 1. AS DETERMINED BY INSPECTION; AND 2. IF INSPECTION INDICATES INTERNAL COMPONENTS ARE DAMAGED, ADDITIONAL MODULAR WETLAND SYSTEM 1. TWICE A YEAR (ON OR BEFORE SEPTEMBER 2. THE SCREENING FILTER, SEPERATION CHAMBER NON-ROUTINE MAINTENANCE WILL BE REQUIRED TO REPAIR OR REPLACE Modular Wetlands (EL FUERTE STREET)4 30TH AND FOLLOWING THE RAINING SEASON AND THE PERIMETER FILTER (BIOMEDIAGREEN) DAMAGED PARTS AS APPLICABLE. p System El Fuerte St - 2 2. AFTER MAY 1ST.)AFTER MAJOR STORM EVENTS SHALL BE MAINTAINED ANNUALLY. DISPOSE OF POLLUTANTS IN ACCORDANCE WITH LOCAL MUNICIPALITY'S Bressi Retail, LLC. REQUIREMENTS I (NOTE: FOR MORE DETAILS, REFER TO BIOCLEAN'S "MAINTENANCE GUIDELINES FOR MODULAR WETLANDSYSTEM - LINEAR") NOTES: (- - OFFSITE BMP IMPERVIOUS AREA DISPERSION IS IN THE PUBLIC RIGHT OF WAY AND THE CITY OF CARLSBAD WILL BE THE RESPONSIBLE PARTY. DURING THE FIRST YEAR OF NORMAL OPERATION, ALL BMPS SHOULD BE INSPECTED ONCE BEFORE AUGUST 31 AND THEN MONTHLY FROM SEPTEMBER THROUGH MAY. THE MINIMUM INSPECTION AND MAINTENANCE FREQUENCY SHOULD BE DETERM I 3. REFER TO MANUFACTURER SPECIFICATIONS FOR MORE DETAILED MAINENANCE RECOMMENDATIONS FOR BIOCLEAN MODULAR WETLAND SYSTEM. 4. OFFSITE BMP - MODULAR WETLAND SYSTEM IN EL FUERTE STREET IS IN THE PUBLIC RIGHT OF WAY BUT WILL BE MAINTAINED BY BRESSI RETAIL LLC. I . I I- BASED ON THE RESULTS OF THE FIRST YEAR INSPECTIONS. I . I I - I H Provided I "I DMNBMP Mnom Drainage Mn ImperAous A Pervious, A— Runaff Factor Runoff Factor Effective Ifl PeM OO intensity Water Quality Water Quality PododBMP triquacir *1 POBMP FIOPU MWOMOdoI BMPTyp. Aner %In,pe rm Ar P Mous eType to _ Flawr R Name, At- 47 1 01% 42 890 4 272 C000t Amended.Mdhed 09 010 39 028 020 0 17919 0 208 OK ModuteW 00/4w LINE .J SLIPKNOT OR ME94C -SLIP-RESISTANT GO4 PLAN VIEW PRE-FILTER SIDEWALK BY 0/TIERS. CARTRIDGE MATEH TOP OF VAULT TO EXISITNG ES EXPANSION JOINT. EWE4 liONS BY OTHERS 408.11 MANHOLE Cit OF GRADE RIAW LEFT END VIEW o SITE CURSING r ACCESS /4411)1 VER1104L1 I BY OTHERS I ,-PAJThTIE2) UNDERORAIN \ I I / PERIMETER M4MFVWI I I GIL IVOIDAREA I SLJPKNOT OR MEBAC SUP-RESISTANT (.0.4171 Z 77X ~Top OF BOX C/L CURB OPENING L '' rSIDEWALK BY OTHERS, IlAlEil TOP CX' VAULT EXISTiNG 15 ELENA lIONS EXPANSION JOINT BY OTHERS 6. ____17'-O 18'-O ELEVATION VIEW roizr I RIGHT END VIEW - - - - - - - - - - - • - - - - - - - - SITE SPECIFIC DATA PROJECT NUMBER 4920 PROJECT NAME BRESSI RANCH (/7169-A) PROJECT LOC.4170N SO DIEGO, CA STRUCTURE /0 EL Ft/ERIE TRE41MENT REQUIRED VOLUME 845EV (CF) nOW 845EV (CI'S) 0. I8J IRE4TMENTHGL AVAILABLE (FT) N/A P&4J( BYPASS REQUIRED (CI'S) - IF APPUC46LE nOW-BY PIPE DATA I.E. MATERIAL DIAMETER /NLL'T PIPE l N/A N/A N/A INLET PIPE 2 N/A N/A N/A OUTLET PIPE 402.47 PVC 12 PRETREATMENT SIOFIL IRA liON DISCHARGE RIM ELEVA/TON 40720 VAR/ES 408.60 SURFACE LOAD PARKWAY PARKWAY PARKWAY FRAME & COVER 0J0 36 X 60 024 WETLANDMED14 VOLUME (Cr) 4.67 WL7ZANDMED14 DELIVERY ME0100 PER CONTRACT ORIFICE SIZE (Out INCHES) 02.02 NOTES: PRELIMINARY, NOT FOR CONSTRUCIIOW. INSTALLATION NOTES . - EXPANSION JOINT I. CONTRACTOR TO PRONDE ALL LABOR, EOUIPMENT MATERIALS AND BY 0/TIERS INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SV'SIEM AND APPURTENANCES IN ACCORDANCE NuN THIS DRAWING AND THE 407.02 I MANUFACTURERS SPEC/RCA/IONS, UNLESS OTHERWISE STATED IN 11)1 OF VAULT MANUFACTURERS CONTRACT UNIT MUST BE INSTALLED ON LEVEL BASE MANUFACTURER RECOMMENDS A MINIMUM 6 LEVEL ROCK BASE UNLESS SPECIFIED BY now cowmot- THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE TO VERIFY RISER PROJECT ENGINEERS RECOMMENDED BASE SPECIFICATIONS. ALL PIPES MUST BE FLUSH /47111 INSIDE SURFACE OF CONCRETE. 40247 j (PIPES CANNOT IN/RUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE IE OUT MUST BE FLUSH /4101 DISCHARGE CHAMBER FLOOR. ALL GAPS AROUND PIPES SHALL BE SEALED WATER TIGHT WITH A NON-SHRINK 6 GROUT PER MANUFACTURERS STANDARD CONNECITON DETAIL AND SHALL MEET OR EXCEED REGIONAL PIPE CONNECTTON STANDARDS. CONTRACTOR 10 SUPPLY AND INSTALL ALL EXTERNAL CONNECI7NG PIPES. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO GROUT ALL MANHOLES AND HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. DRIP DR SPRAY IRRIGATION REQUIRED ON ALL UNITS WITH VEGETA17ON. 7 CONIRACTOR RESPONSIBLE FOR CONTACI1NG MODULAR WETLANDS FOR AC1IVA/ION OF UNIT MANUFACTURES WARRANTY IS VOID WITH OUT PROPER ACIIVAI7ON BY A MODULAR WETLANDS REPRESENTATIVE GENERAL NOTES MANUFACTURER TO PROViDE ALL MATERiALS UNLESS OTHERWISE NOTED. ALL DIMENSIONS, ELEVATIONS, SPECIFICA DONS AND CAPACITIES ARE SUBJECT TO mm CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETA/UNC EXACT DIMENSIONS, WEIGHTS zi AND ACCESSORIES PLEASE CONTACT MANUFACTURER.ami PAO Id OUTLET P(PE •' SEE NO/ES EXPANSION AD'NT-" I BY OTHERS - - - - - - - - - - - - - - - - - - COLLAR LID MINIMUM 5" , LLLL :ALL tL XL LLLLLLL JLL LLILELLLLLLLL HATCH OR CRATE S RISERS NEEDED PLAN VIEW N ELEVATION)VIEW INSTALLATION NOTES ALL MANHOLES, HATCHES, AND GRATES INSTALLED BY CONTRACTOR. MODULAR WETLAND UNIT WILL BE DELIVERED WITH A MANHOLE, HATCH, OR GRATE CAST IN, SHIPPED LOOSE WITH/WITHOUT RISERS. ITS THE CONTRACTORS RESPONSIBILITY TO PROVIDE ALL LABOR AND MATERIAL TO INSTALL AND CAST MANHOLE, HATCH, OR GRATE INCLUDING BUT NOT LIMITED TO CONCRETE COLLAR, ASPHALT PLUG, ANCHORS, FITTINGS AND/OR ALL SUPPORT AND CONNEC17NC HARDWARE. ALL MANHOLE, HATCH, OR GRATE COVERS ARE TO BE FLUSH WITH GRADE OR THE SURFACE UNLESS SPEC/FlED OTHERWISE. SIDES AND ENDS OF THE BASE TO BE EITHER FORMED, SANDBAGGED, OR POURED AGAINST UNDISTURBED EARTH. REFER TO AGENCY SPECIFICATIONS WHERE APPLICABLE. ONCE FORM IS BUILT TO SET CONCRETE COLLAR, POUR 2 TO 2.5 INCHES OF GROUT IN PLACE PRIOR TO PLACING THE FRAME GENTLY OVER THE GROUT. DO NOT PRESS THE FRAME DOWN. THE GOAL IS TO ACHIEVE AT LEAST 1.5 INCHES OF GROUT BELOW THE HATCH STUB OR HATCH SKIRT I7W PRODWT O(X'BBD wr &I I OltC1tD Br Off I PROPRIETARY AND CONFIDENTIAL: I I MANHOLE,HATCH, OR GRATE I I?C F(LOPnNC L PAfl?fl I WE NORMITh3N VTM11LD IN DBS mm Is wSOLE I BioêCIean I I 7.425,26Z 7.41I36Z 7.614J7 I FV1CFThIY aF AM" WMANDS S)7flf& 4'ff I I STANDARD DETAIL IJO.X8I6;RfZAI0FN I PAWS OR ON& Moos Povom I IRDWORCMVINPAAT OR $A rd" WiOur1NE271E?II I A Forterra Company Total New! New / Area Offset Check Replaced Impervious Replaced Existing Impervious New! Replaced (Excess Impervious Drainage Area! Impervious Area in the DMA Not Impervious Area 1m0 Area Area G DMA Name neon Street Management % Area Impervious Pervious Impervious Area (ft'\ Area Required to be Tread t xcuas Required to be Treated > New Impervious Area Associated with en Area Treated Required to Impervious Area Treated Outside of the Project Required (ft) (ft') he Treated Treated (ft') the DMA Tr Requt of, Treated (ft) the DMA (if2) the DMA) Compact 11775 1 8io61trati0n 47,162 91% 4272 42,890 4,655 38234 7124 OK Modular Wetlands INNOVATION WY ,—LOKERAVE W PALOMAR AIRPORT RD SITE Notes I (Now impervious area in El a ii f (New Impervious area in Gateway Rd) + (Offsite chicaries in Gateway Rd and Alicante Rd) =Total new Impervious area associated with the project 2 (Impervious area treated in the DMA) (New impervious area required to be treated) = Existing impervious area not required to be treated 3 (Total new impervious area associated with the project) - (New impervious area required to be treated in the DMA) - New impervious area required to be treated outside of the DMA N _3 COLT PL N ' I D M A -6 101 AC IMPERVIOUS AR /A "DISPERSION -U VICINITYMAP PE V S LAN NO SCALE NOTES: I I \X><>M 1. THE POST—CONSTRUCTION OFFSITE BMPS ARE DISCUSSED :1 IN MORE DETAIL WITHIN ATTACHMENT 5 OF THIS REPORT. : 2. THE COMPACT PROPRIETARY BIOFILTRATION UNIT - MODULAR WETLAND SYSTEM IN DMA GTREATS APPROXIMATELY 38,234 SF OF .1 EXISTING IMPERVIOUS AREA NOT REQUIRED TO BE TREATED. THIS 1 EXCESS EXISTING AREA TREATED OFFSETS THE 7,124 SF OF NEW/ REPLACED IMPERVIOUS AREA REQUIRED TO BE TREATED IN GATEWAY >c4s ROAD. t : 1 71 BRESSI RANCH ONSITE IMPROVEMENTS I /\)( _ LI: LEGEND: IDMA -X I DMA NUMBER DMA BOUNDARY LOCATION OF PROPOSED COMPACT PROPRIETARY BIOFILTRATION-MODULAR WETLAND SYSTEM \ 2 IMPERVIOUS AREA DISPERSION (PERVIOUS LANDSCAPE) I' BMP \ OFFSITE IMPERVIOUS PAVED COMPACT PPLThATION// ASPHALT (PROPOSED) MODIJL4RW1 PROPOSED PAVEMENT MILLING OVER N EXISTING IMPERVIOUS ASPHALT PROPOSED 6" RAISED MEDIAN / - OVER EXISTING STRIPED MEDIAN - OFFSITE (PROPOSED)IMPERVIOUS SIDEWALK N o w I / N 00 CL / \ DMA EXHI"IT FOR o 7. ] UPTOWN "Esh"RhESS1 65 w. 50 25 0 50 100 Wrimpe"I'O"EMEklmorSOFFS TE GRAPHIC SCALE 1" 50' Date' August 04 2017 FI1i 562OFRMRS ROAD Revised Date; August 29, 2017 o cL SAN DIEGO, CA 92110 619.291.0707 ENiiNbERINGCOMPANY rickengineeriflg.COm J ego Riverside Sacramento Orange Phoenix TucsonSan Di 17169A SHEET 1 OF 2 __NOT_FOR cRUCT LON__- LXHJ BJI FOR PDP SWM ON \ GATE WAYRD\ Ui INNOVATION WY LOKER AVE W PALOMAR AIRPORT RD GATEWAY RD H SITE Ui COLT PL VICINITY MA P NO SCALE NOTES - 1 THE POST-CONSTRUCTION OFFSITE BMPS ARE DISCUSSED IN MORE DETAIL WITHIN ATTACHMENT 5 OF THIS REPORT - 2 THE COMPACT PROPRIETARY BIOFILTRATION UNIT - MODULAR Z 7/ WETLAND SYSTEM IN DMA 6TREATS APPROXIMATELY 38,234 SF OF EXISTING IMPERVIOUS AREA NOT REQUIRED TO BE TREATED THIS EXCESS EXISTING AREA TREATED OFFSETS THE 7,124 SF OF NEW/ REPLACED IMPERVIOUS AREA REQUIRED TO BE TREATED IN GATEWAY EX. MW ROAD CC. AY C~ A E) EW ?rn t 7F -_ WTRAVEL LAW PWOM 61 W)m CM T CA S SWAY RD LANE PROMM C., 51 RW RW w __11 _______ 5'TRAVEL LAW RW RW RW INKE LANE - - - - W RW w —RW _____ RW ___ __ ______ ____ ___ RW _____________ u RW ______________ W IN ______ 'TRAva A 0 - WE w = ____________________________________________________________________ EX RN I I Lil HII - I L H , LEGEND: Jill PROPOSED 6" RAISED IMPERVIOUS CHICANE I OVER EXISTING IMPERVIOUS ASPHALT D WN A EXHIBIT FOR UPTOWN BRESSI OFFSITE IMPROVEMENTS 50 25 0 50 100 150 Date: August 04, 2017 GRAPHIC SCALE 1" 50' 77 7774 5620 FRIARS ROAD Revised Date: August 29, 2017 SAN DIEGO, CA 92110 6192910707 (FAX)6192914165 J-17169A SHEET 2 OF 2 br IEERI ('I I rickengrneering corn San L)iego Riverside Sacramento Orange Phoenix Tucson NOT FOR CONSTRUCTION - EXHIBIT FOR PDP SWQMP ONLY